HomeMy WebLinkAbout2649 Green Swallow Way 18-2259; NEW SFH19- das9
COUNTY OF SEMINOLE
IMPACT FEE STATEMENT
STATEMENT NUMBER: 18100004
BUILDING APPLICATION #: 18-10000413
BUILDING PERMIT NUMBER: 18-10000413
DATE: May 01, 2018
UNIT ADDRESS: GREEN SWALLOW WAY 2649 17-20-31-502-0000-2430
TRAFFIC ZONE:022 JURISDICTION:
SEC: TWP: RNG: SUF: PARCEL:
SUBDIVISION: TRACT:
PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT:
OWNER NAME:
ADDRESS:
APPLICANT NAME: PARK SQUARE ENTERPRISES LLC
ADDRESS: 5200 VINELAND ROAD STE 100 ORLANDO FL 32811
LAND USE: WYNDHAM PRESERVE
TYPE USE:
WORK DESCRIPTION: CITY-SANFORD
SPECIAL NOTES: 2649 GREEN SWALLOW WAY / WYNDHAM
PRESERVE / SFR
FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE
TYPE DIST SCHED RATE UNITS TYPE
ROADS-ARTERIALS CO -WIDE ORD
Single Familyy Housing 705.00 1.000 dwl unit 705.00
ROADS -COLLECTORS N/A
Single Family Housing 00 1.000 dwl unit 00
FIRE RESCUE N/A
00
LIBRARY CO -WIDE ORD
Single Family Housingg 54.00 1.000 dwl unit 54.00
SCHOOLS
Family
CO -WIDE ORD
Housing 9,000.00 1.000 dwl unit 9,000.00PASingle
LAW ENFORCE N/A
00
DRAINAGE N/A
00
00
AMOUNT DUE 9,759.00
PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE
SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL
ISSUANCE OF A BUILDING PERMIT.
PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER,
TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES
MUST BE EXERCISED BY FILING A WRITTEN REQQUEST WITHIN 45 CALENDAR
DAYS OF THE DATE ABOVE BUT NO LATER TM
CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW
MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE.
COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED,
FROM THE BUSINESS OFFICE: 1101 EAST FIRST STREET,
SANFORD FL, 32771; 407-665-7356.
PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD
BUILDING DEPARTMENT
1101 EAST FIRST STREET
SANFORD, FL 32771
PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE
THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT.
THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT
ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE
3rD 6'-- 'P4z___
CITY OF
S FORD
FIRE DEPARTMENT
Building & Fire Prevention Division
PERMIT APPLICATION
Application No: / L a 9-5 q
VV
Documented Construction Value: $ 2 i.°
Job Address: 2 ti9 (C44,6 Swullou l'l +fir Historic District: Yes Nowl
Parcel ID: 17-20-31-502-0000-11-L 0 Residentiala Commercial
Type of Work: New Addition Alteration Repair Demo Change of Use Move
Description of Work: NEW SINGLE FAMILY HOME
WYNDHAM PRESERVE LOT # 2 3
Plan Review Contact Person: Daphne Clark Title:
Phone:407-257-6940 Fax: Email: Parksquare@PermitsPermitsPermits.com
Property Owner Information
Name Park Square Enterprises LLC Phone:
Street: 5200 Vineland Rd STE 100
City, State Zip: Orlando FL 32811
Resident of property? :
Contractor Information
Name VISHAAL S GUPTA - PARK SQUARE HOMES Phone: 407-5293100
Street: 5200 Vineland Rd STE 100
City, State Zip: Orlando FL 32811
Name:
Street:
City, St, Zip:
Bonding Company: N/A
Address:
Fax:
State License No.: CRC1330351
Architect/Engineer Information
Phone:
Fax:
E-mail:
Mortgage Lender: N/A
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction
in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 6te Edition (2017) Florida Building Code
Revised: January I, 2018 Permit Application
r
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
Lt, 04 bgi-
Signature of Owner/Agent Dale
VISHAAL S GUP
Print Owner/Agent's
6 <<f llf-
Signature of - tate of Florida D to
o• o a
A
gg
Owner/Agent is YES Personanown to Me or Produced
ID N/A Type of ID S
Signature
of Contractor/Agent b6te VISHAAL
S GUPTA Print
Contractor/A .s Name / S
ary-State of Florida Datco• If, ' W08 wwo
tope U"
w Contractor/
Agent is YES Personally Known to Me or Produced
ID N/A Type of ID BELOW
IS FOR OFFICE USE ONLY Permits
Required: Building® Electrical a Mechanical®- PlumbingQ Gas[] Roof Construction
Type: Vol Occupancy Use: IrZ.3 Flood Zone: X-66--2E- Total
Sq Ft of Bldg: j Min. Occupancy Load: Zl of Stories: Z New
Construction: Electric - # of Amps O:00 Fire
Sprinkler Permit: Yes No [' # ofHeads APPROVALS:
ZONING: (06118 UTILITIES: COMMENTS:
ENGINEERING:
Vti-V, FIRE: Ok
to construct single family home with
setbacks and impervious area shown
on plan. 3b- `I /o i1ri, A,
CIP, Plumbing - #
of Fixtures L & Fire
Alarm Permit: Yes N&Vf WASTE
WATER: BUILDING:
95r 727-19 Revised:
January 1.2018 Permit Application
IfCITY OF -
Sjk 40R]),
FIRE DEPARTMENT
Building & Fire Prevention Division
PERMIT APPLICATION
Application No: / - a g-s q
Documented Construction Value: $ 2 4 ,37S. od
Job Address: 2 6 w 9 6...t 6 S W u 1) d u I,,I Historic District: Yes No
Parcel ID: 17-20-31-502-0000- 2I-L 0 ResidentialW1 Commercial
Type of Work: New Addition Alteration Repair Demo Change of Use Move
Description of Work: NEW SINGLE FAMILY HOME
WYNDHAM PRESERVE LOT # 2 3
Plan Review Contact Person: Daphne Clark
Phone:407-257-6940 Fax:
Title:
Email: Parksquare@PermitsPermitsPermits.com
Property Owner Information
Name Park Square Enterprises LLC Phone:
Street: 5200 Vineland Rd STE 100
City, State Zip: Orlando FL 32811
Resident of property? :
Contractor Information
Name VISHAAL S GUPTA - PARK SQUARE HOMES Phone: 407-5293100
Street: 5200 Vineland Rd STE 100
City, State Zip: Orlando FL 32811
Name:
Street:
City, St, Zip:
Bonding Company: N/A
Address:
Fax:
State License No.: CRC1330351
Architect/Engineer Information
Phone:
Fax:
E-mail:
Mortgage Lender: N/A
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction
in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 61h Edition (2017) Florida Building Code
Revised: January 1, 2018 Permit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the pen -nit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
yix, S % / -5-
Signature of Owner/Agent Dafe
VISHAAL S GUP
Print Owner/Agent's Tjt
Signature of - tate of Florida D toID
e
Owner/Agent is YES PersoniW"yo nown to Me or
Produced ID N/A Type of ID
Signature of Contractor/Agent bite
VISHAAL S GUPTA
Print Contractor/A 's Name
X atlql(l
Siry-State of Florida DateD,{ .0* 2019
Explies'.
war, Soo W4'
6JW Contractor/
Agent is YES Personally Known to Me or Produced
ID N/A Type of ID BELOW
IS FOR OFFICE USE ONLY Permits
Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction
Type: Total
Sq Ft of Bldg: Occupancy
Use: Min.
Occupancy Load: New
Construction: Electric - # of Amps Fire
Sprinkler Permit: Yes No # of Heads APPROVALS:
ZONING: ENGINEERING:
COMMENTS:
Flood
Zone: of
Stories: Plumbing - #
of Fixtures Fire
Alarm Permit: Yes No UTILITIES: `
Z WASTEWATER: FIRE:
BUILDING: Revised:
January 1, 2018 Permit Application
SJivFoun
PLANNING & DEVELOPMENT
SERVICES DEPARTMENT
Flood Zone Determination Request Form
Name: Daphne Clark Firm: Park Square Homes
Address: 5200 Vineland Road, Suite 200
City: Orlando State: FL Zip Code: 32811
Phone: 407-257-6940 Fax: Email: parksquare@permitspermitspermits.com
Property Address: 2649 Green Swallow Way
Property Owner: Park Square Enterprises, LLC
Parcel identification Number: 17-20-31-502-0000-2430
Phone Number: 407-529-3000 Email:
The reason for the flood plain determination is:
0 New structure Existing Structure (pre-2007 FIRM adoption)
Expansion/Addition Existing Structure (post 2007 FIRM adoption)
Pre 2007 FIRM adoption = finished floor elevation 12" above BFE
Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360)
OFFICIAL US•E ONLY
Flood Zone: X Base Flood Elevation: N/A Datum: N/A
FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007
The referenced Flood Insurance Rate Map indicates the following:
The parcel is in the: floodplain floodway
A portion of the parcel is in the: floodplain floodway
0 The parcel is not in the: 0 floodplain floodway
The structure is in the: floodplain floodway
The structure is not in the: floodplain floodway
If the subject property is determined to be flood zone W, the best available information used to
determine the base flood elevation is:
BP# 18-2259
Reviewed by: Michael Cash, CFM Date: June 13, 2018
isCITY
OF Application for Right -of -Way
SWORD Utilization Permit
PLANNING b DEVELOPMENT 300 North Park Avenue, Sanford, Florida 32771
SERVICES DEPARTMENT Phone: 407.688.5140 Fax: 407.688.5141
This permit authorizes work done In the City of Sanford's right-of-way in accordance with the City's regulations and the attached
construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested
Information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right-of-way and
use shall be provided or application could be delayed.
Project Location/Address:
Aerial Installation
Underground Utilities
Small Cell/Wireless
0 Other (describe):
G t'I r
0 Directional Bore Jack & Bore
Roadway open cut -single lane Roadway open cut —multi lane
Co -location n New pole
Brief Description of Work: DRIVEWAY FOR NEW SINGLE FAMILY HOME
WYNDHAM PRESERVE LOT # %
Schedule of Work: Start Date: Completion Date:
Emergency Repairs - Reason:
Excavation Information: Total Length (Feet) # Open Roadway Cuts:
Aerial Info: Length (Feet) # of Poles (Existing) (New)
This Application is submitt by:
Signature: -, L / Print Name: VISHAAL S GUPTA
Firm/Company: VISHAAL S GUPTA - PARK SQUARE HOMES Date: 5 ^/ y f r
Address: 5200 Vineland Rd., STE 100, Orlando FL 32811 '-
Phone: 407-257-6940 Fax: Email: Parksquare@PermitsPermitsPermits.com
Notice: It is understood and agreed that the rights and privileges herein set out are granted only to the extent of the City of Sanfo rd's
jurisdiction, and the right, title, or interest in the land to be entered and used by the permitee. The permitee shall at all times assure all
risks and indemnify, defend, save harmless the City of Sanford and the Sanford Airport Authority from and against all loss, cost, damage,
or expense, arising In any manner, on account of the permit request by said permittee of the aforesaid rights and privileges. In the event
that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in
conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of
Sanford, insofar as such facilities are In the public right-of-way. The applicant must notify the City 48 hours prior to construction and
again when construction is completed via the following email address: michael.cashC>sanfordfl.gov
I have read and ywtierstpqd the above statement and by signing this applicatign I agree to its terms.
Signature:
Application No: Fee:
Reviewed:
Public Works
Date: 1,
Date:
Date:
Utilities
4 A 6Date:
Engineering V Date: (o - 13 - ZD ( $
Inspected By: Date:
Conditions*:
LIMITED POWER OF ATTORNEY
DATE: zi hrg
I HEREBY NAME AND APPOINT:
Alison Perrotti. Anthony Perrottl, Janey Jahner, Allan Jahner, Gustav Botes, KarenMcAclams,
EACH AN AGENT OF: PARKSQUARE HOMES
TO BE MY LAWFUL ATTORNEY IN FACT TO ACT FOR ME AND APPLY TO
THE BUILDING DEPARTMENT OF: (rao -)d
FOR A BUILDING PERMIT FOR WORK TO BE PERFORMED AT
LOT NUMBER:
SUBDIVISION:
ADDRESS:
PARCEL ID: Gt/ C7 Z -.CJV oO
AND TO SIGN MY NAME AND DO ALL THINGS THAT ARE NECESSARY
TO THIS APPOINTMENT.
VISHAAL S GUPTA
NAME OF CONTRACTOR.)
SIGNATURE OF CONTRACTOR.)
STATE CERT. # CRC1330351
CONTRACTOR'S STATE REGISTRATION NUMBER.)
The foregoing instrument w ack led before me this:
DATE:
BY: VISH S G A Who is personally known to me and did not take an oath.
STATE OF FLORIDA
COUNTY OF ORANGE.
NAME: DA.Clark
My Commission # FF209108
My Commission Expires 6127119
NOTARY:
SCPA Parcel View: 17-20-31-502-0000-2430 http://parceidetaii.scpafl.org/ParcelDetaillnfo.aspx?PID=1720315020...
Property Record Card
Parcel: 17-20-31-502-0000-2430
I
ecworcoasnv,aor a Property Address: 2649 GREEN SWALLOW WAY SANFORD, FL 32773
1
Parcel Information Value Summary
Parcel
Owner
17-20-31-502-0000-2430
BRISSON INV LLC
Property Address 2649 GREEN SWALLOW WAY SANFORD, FL 32773
Mailing
Subdivision Name
27 N SUMMERLIN AVE ORLANDO. FL 32801
WYNDHAM PRESERVE
Tax District
DOR Use Code
S7-SANFORD
00-VACANT RESIDENTIAL
Exemptions
53.14 .
243 o z
78.14
Seminole Coun
N
6 +
v,
2
62
242
62
C'
N
1S
2018 Working 2017 Certified
Values Values
Valuation Method Cost/Market Cost/Market
Number of Buildings 0 0
Depreciated Bldg Value
Depreciated EXFT Value
Land Value (Market) 51,000 14.000
Land Value Ag
Just/Market Value " 51,000 14.000
Portability Adj
Save Our Homes Adj 0 0
Amendment 1 Adj 0 0
P&G Adj 0 0
Assessed Value 51.000 14,000
Tax Amount without SOH: $266.00
2017 Tax Bill Amount $266.00
Tax Estimator
Save Our Homes Savings: $0.00
Does NOT INCLUDE Non Ad Valorem Assessments
Legal Description
I - LOT 243
WYNDHAM PRESERVE
PB 81 PGS 93-102
Taxes
Sales — -- -
Description Date Book Page Amount Qualified Vac/Imp
No Sales
omparabie Sale
Method Frontage Depth Units Units Price Land Value
LOT 1 $51,000.00 $51,000
Building Information
Permits
Permit # Description Agency Amount CO Data Permit Date
1 of 2 3/28/2018, 6:58 PM
REQUIRED INSPECTION SEQUENCE
PARK SQUARE HOMES SFR-DETACHED
Permit 0
BUILDING PERMIT
Min Max Inspection Description
10 Form board / Foundation Survey
10 Slab / Mono Slab Pre our
20 lintel / Tie Beam / Fill / Down Cell
30 Sheathing — Walls
30 Sheathing — Roof
40 Roof Dry In
50
60
Frame
Insulation Rough In
70 Drywall / Sheetrock
40 70 Lath Inspection
50 1000 Final Roof
50 1000 Final Stucco / Siding
80 1000 Final
1000
Insulation
Final Single Family Residence
Address:
Min Max Inspection Description
10 Underground Electric
10 Footer / Slab Steel Bond
20 30 Temporary Underground Power (TUG)
30 Electric Rough
1000 Electric Final
mopm, , mmp W
Min Max inspection Description
10 Plumbing Underground
20 Plumbing Tubset
10 1000 Plumbing Sewer
1000 Plumbing Final
Min Max Inspection Description
10 Mechanical Rough
1000 Mechanical Final
REVISED: June 2014
FORM R405-2017
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: Lot 243 Wellington A RHG FlexwDoor OpMbth - N Builder Name: Park Square Homes
Street: 2649 Green Swallow Way Permit Office: Cit of Sanford BUIlOj';
City, Slate, Zip: Sanford , FL, Permit Number: 1 g - 2 2 59 G'
Owner: Park Square Homes Jurisdiction: 691500 SgNF
County:: Seminole Climate Zone ORDDesignLocation: FL, Orlando Florida
0ciL
RiTgE
1. New construction or existing New (From Plans) 9. Wall Types (3291.7 sgff.) Insulation
2. Single family or multiple family Single-family
a. Frame - Wood, Exterior R=11.0 1593.00 ft2
b. Concrete Block - Int Insul, Exterior R=4.1 1292.70 ft2
3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 406.00 ft2
4. Number of Bedrooms 5 d. N/A R= ft2
10. Ceiling Types (1917.0 sgft.) Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1917.00 ft2
6. Conditioned floor area above grade (ft2) 3075 b. N/A R= ft2
c. N/A R= ft2
Conditioned floor area below grade (ft2) 0
11. Ducts R ft2
7. Windows(294.8 sqft.) Description Area a. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 615
a. U-Factor: Dbl, U=0.55 198.04 ft2
SHGC: SHGC=0.22
b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency
SHGC: SHGC=0.25
a. Central Unit 47.0 SEER:16.00
c. U-Factor: Dbl, U=0.54 32.77 ft2
SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency
d. U-Factor: N/A ft2 a. Electric Heat Pump 45.5 HSPF:9.00
SHGC:
Area Weighted Average Overhang Depth: 3.420 ft.
Area Weighted Average SHGC: 0.230 14. Hot water systems
a. Electric Cap: 50 gallons
8. Floor Types (3075.0 sgff.) Insulation Area EF: 0.900
a. Slab -On -Grade Edge Insulation R=0.0 1367.00 ft2 b. Conservation features
b. Floor Over Other Space R=0.0 1158.00 ft2 None
c. other (see details) R= 550.00 ft2 15. Credits Pstat
Glass/Floor Area: 0.096
Total Proposed Modified Loads: 78.01 PASSTotalBaselineLoads: 85.74
I hereby certify that the plans and specifications covered by Review of the plans and f14E S'r4p
this calculation are in compliance with the Florida Energy specifications covered by this v
Code. Digitally sl nedb fofael9r
calculation indicates compliance
Rafael Izquierdo l.lero with the Florida Energy Code.
Dare: 201e.a.f 3 i e:o3a9-a•rxt• PREPARED
BY: Before construction is completed DATE:
this building will be inspected for compliance
with Section 553.908 C -
YlTi-o a
I
hereby certify that this building, as designed, is in compliance Florida Statutes. with
the Florida Energy Code. OD WE OWNER/
AGENT: BUILDING OFFICIAL: DATE:
If DATE: :77- Z" Compliance
requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified
factory -sealed In accordance with R403.3.2.1. Compliance
requires an'Alr Barrier and Insulation Inspection Checklist In accordance with R402.4.1.1 and this project requires an envelope
leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). Compliance
with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested
in accordance with ANSI/RESNET/ICC 380, Is not greater than 0.030 on for whole house. 4/
13/2018 6:01 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5
FORM R405-2017
PROJECT
Title: Lot 243 Wellington A RHG Fle Bedrooms: 5 Address Type: Lot Information
Building Type: User Conditioned Area: 3075 Lot # 243
Owner Name: Park Square Homes Total Stories: 2 Block/Subdivision: WP
of Units: 1 Worst Case: No PlatBook:
Builder Name: Park Square Homes Rotate Angle: 0 Street: 2649 Green Swallow W
Permit Office: City of Sanford Cross Ventilation: No County: Seminole
Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Sanford ,
Family Type: Single-family FL,
New/Existing: New (From Plans)
Comment:
CLIMATE
Design Temp Int Design Temp Heating Design Daily Temp
Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range
FL, Orlando FL_ORLANDO_INTL_AR 41 91 70 75 526 44 Medium
BLOCKS
Number Name Area Volume
1 Blockl 3075 28085.1
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated
1 1st Floor 1367 12713.1 Yes 1 1 1 Yes Yes Yes
2 2nd Floor 1708 15372 No 5 4 1 Yes Yes Yes
FLOORS
Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet
1 Raised Floor 2nd Floor ---- ---- 24 ft2 11 0.29 0 071
2 Floor over Garage 2nd Floor ---- ---- 526 ft2 11 0.29 0 0.71
3 Slab -On -Grade Edge Insulatio 1 st Floor 138.5 ft 0 1367 ft2 0.29 0 0.71
4 Floor Over Other Space 2nd Floor ---- ---- 1158 ft2 0 0.29 0 0.71
ROOF
Roof Gable Roof Solar SA Emitt Emitt Deck Pitch
Type Materials Area Area Color Absor. Tested Tested Insul. deg)
1 Gable or Shed Composition shingles 2144 ft2 480 ft2 Dark 0.9 N 0.9 No 0 26.6
ATTIC
IRCCV # Type Ventilation Vent Ratio (1 in) Area RIBS
1 Full attic Vented 300 1917 ft2 Y N
4/13/2018 6:01 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5
FORM R4ns-Pn17
CEILING
Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Vented) 1st Floor 30 Blown 1917 ft2 0.1 Wood
WALLS
Adjacent Cavity Width Height Sheathing Framing Solar Below
8 C1rnt In Wall Type Space R-Value Et In Et In Area R-Value-Eraction-Absor Grade%-
1 N Exterior Frame - Wood 2nd Floor 11 40 6 9 0 364.5 ft2 0 0.25 0.8 0
2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 20 6 9 4 191.3 ft2 0 0 0.8 0
3 E Exterior Frame - Wood 2nd Floor 11 48 0 9 0 432.0 ft2 0 0.25 0.8 0
4 E Exterior Concrete Block - Int Insul 1st Floor 4.1 50 6 9 4 471.3 ft2 0 0 0.8 0
5 S Exterior Frame - Wood 2nd Floor 11 40 6 9 0 364.5 ft2 0 0.25 0.8 0
6 S Exterior Concrete Block - Int Insul 1st Floor 4.1 40 6 9 4 378.0 ft2 0 0 0.8 0
7 W Exterior Frame - Wood 2nd Floor 11 48 0 9 0 432.0 ft2 0 0.25 0.8 0
8 W Exterior Concrete Block - Int Insul 1st Floor 4.1 27 0 9 4 252.0 ft2 0 0 0.8 0
9 Garage Frame - Wood 1st Floor 11 43 6 9 4 406.0 ft2 0 0.25 0.8 0
DOORS
Ornt Door Type Space Storms U-Value Width Height Area
Ft In Ft In
1 N Insulated 1st Floor None 39 3 8 24 ft2
2 Wood 1st Floor None 39 2 8 6 8 17.8 ft2
WINDOWS
Orientation shown is the entered, Proposed orientation.
Wall Overhang
Orni ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening
1 n 1 Metal Low-E Double Yes 0.55 0.22 N 4.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
2 n 1 Metal Low-E Double Yes 0.55 0.22 N 6.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
3 n 1 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
4 n 1 Metal Low-E Double Yes 0.54 0.25 N 8.0 ft2 1 ft 0 in 2 ft 0 in Drapes/blinds None
5 n 2 Metal Low-E Double Yes 0.54 0.25 N 9.3 ft2 10 ft 0 in 4 ft 4 in Drapes/blinds None
6 n 2 Metal Low-E Double Yes 0.55 0.22 N 16.3 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
7 n 2 Metal Low-E Double Yes 0.55 0.22 N 16.3 ft2 6 ft 0 in 4 ft 4 in Drapes/blinds None
8 e 3 Metal Low-E Double Yes 0.54 0.25 N 3.0 ft2 1 It 0 in 1 ft 4 in Drapes/blinds None
9 e 3 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 It 0 in 1 ft 4 in Drapes/blinds None
10 s 5 Metal Low-E Double Yes 0.55 0.22 N 60.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
11 s 6 Metal Low-E Double Yes 0.55 0.22 N 32.7 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
12 s 6 Metal Low-E Double Yes 0.55 0.22 N 32.7 ft2 6 ft 8 in 1 ft 4 in Drapes/blinds None
13 S 6 Metal Low-E Double Yes 0.58 0.25 N 64.0 ft2 6 ft 8 in 1 ft 4 in Drapes/blinds None
14 w 7 Metal Low-E Double Yes 0.54 0.25 N 8.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
15 W 8 Metal Low-E Double Yes 0.54 0.25 N 4.4 ft2 1 ft 0 in 11 It 8 in Drapes/blinds None
4/13/2018 6:01 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5
FORM R405-2017 -
GARAGE
Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
1 634 ftz 634 fie 70 ft 9.3 ft 1
INFILTRATION
Scope Method SLA CFM 50 ELA EgLA ACH ACH 50
1 Wholehouse Proposed ACH(50) 000406 3276.6 179.88 338.29 .3651 7
HEATING SYSTEM
System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heat Pump/ Split HSPF:9 45.5 kBtu/hr 1 sys#1
COOLING SYSTEM
System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
1 Central Unit/ Split SEER: 16 47 kBtu/hr 1410 cfm 0.75 1 sys#1
HOT WATER SYSTEM
System Type SubType Location EF Cap Use SetPnt Conservation
1 Electric None Garage 0.9 50 gal 80 gal 120 deg None
SOLAR HOT WATER SYSTEM
FSEC
Cert # Company Name
Collector Storage
System Model # Collector Model # Area Volume FEF
None None ftz
DUCTS
Supply ----
Location R-Value Area
Return ---- Air CFM 25 CFM25
Location Area Leakage Type Handler TOT OUT ON RLF
HVAC #
Heat Cool
1 Attic 6 615 IF 2nd Floor 153.75 Prop. Leak Free 2nd Floor --- cfm 92.3 cfm 0.03 0.50 1 1
4/13/2018 6:01 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 5
FORM R405-2017
TEMPERATURES
Programable Thermostat: Y Ceiling Fans:
Cooling[ Jan Feb Mar A r Ma X Jun Jul Au Se Oct Nov Dec
HeatinlX} Jan Feb Mar JX Apr I May Jun Jul Aul Sep Oct NovDecVentin lX} Jan [ 1] Feb Mar l Apr May Jun Jul lAug lSe [ l Oct X Nov Dec Thermostat
Schedule: HERS 2006 Reference Hours Schedule
Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (
WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM
80 80 78 78 78 78 78 78 78 78 78 78 Cooling (
WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM
78 78 78 78 78 78 78 78 78 78 78 78 Heating (
WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM
68 68 68 68 68 68 68 68 68 68 66 66 Heating (
WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM
68 68 68 68 68 68 68 68 68 68 66 66 4/
13/2018 6:01 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 5 of 5
Florida Building Code, Energy Conservation, 6th Edition (2017)
Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods
ADDRESS: 2649 Green Swallow Way Permit Number:
Sanford , FL ,
MANDATORY REQUIREMENTS See individual code sections for full details.
SECTION R401 GENERAL
R401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL)
display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law
Section 553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and
nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components
installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans
and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD.
R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of
Sections R402.4.1 through R402.4.5.
Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to
comply with Section C402.5.
R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing
methods between dissimilar materials shall allow for differential expansion and contraction.
R402.4.1.1 Instal lation.The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance
with the manufacturer's instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of construction. Where required
by the code official, an approved third party shall inspect all components and verify compliance.
R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air
changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in
accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either
individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i) or
an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code
official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope.
Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing
buildings in which the new construction is less than 85 percent of the building thermal envelope.
During testing:
1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended
weatherstripping or other infiltration control measures.
2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond
intended infiltration control measures.
3. Interior doors, if installed at the time of the test, shall be open.
4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed.
5. Heating and cooling systems, if installed at the time of the test, shall be turned off.
6. Supply and return registers, if installed at the time of the test, shall be fully open.
R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where
using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the
fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907.
R402.4.3 Fenestration air leakage Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per
square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or
AAMA/ WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer.
Exception: Site -built windows, skylights and doors.
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MANDATORY REQUIREMENTS - (Continued)
R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to
open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or
enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements
of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be
fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it
passes through conditioned space to a minimum of R-8.
Exceptions:
Direct vent appliances with both intake and exhaust pipes installed continuous to the outside.
Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential.
R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage
between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not
more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E283 at a 1.57 psf (75 Pa) pressure differential. All recessed
luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering.
SECTION R403 SYSTEMS
R403.1 Controls.
R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system.
R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls
that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load.
R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways
for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section
C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below.
Duct tightness shall be verified by testing in accordance with ANSORESNET/ICC 380 by either individuals as defined in Section 553.993(5) or
7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be "substantially leak free" in
accordance with Section R403.3.3.
R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent
of the design airflow rate when tested in accordance with ASHRAE 193.
R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods:
Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the
manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test.
2. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the
entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the
test.
Exceptions:
1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building
thermal envelope.
2. Duct testing is not mandatory for buildings complying by Section 405 of this code.
A written report of the results of the test shall be signed by the party conducting the test and provided to the code official.
R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums.
R403.4 Mechanical system piping Insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C)
or below 55°F (13°C) shall be insulated to a minimum of R-3.
R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that
caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause
degradation of the material. Adhesive tape shall not be permitted.
R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory). Heated water circulation systems shall be in
accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2.
Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible.
R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return
pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited.
Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the
occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and
when there is no demand for hot water.
R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems
shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance
with the times when heated water is used in the occupancy.
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MANDATORY REQUIREMENTS - (Continued)
R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have
heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a
downward and upward bend of at least 31/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible
to the storage tank.
R403.5.6 Water heater efficiencies (Mandatory).
R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable
of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature
setting range shall be from 100°F to 140°F (38°C to 60°C).
R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to
electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of
combustion types of service water -heating systems to be turned off.
R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meet the minimum efficiencies of
Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed.
Equipment used to provide heating functions as part of a combination system shall satisfy all slated requirements for the appropriate
water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1.
R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy
factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of
Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors,
and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar
water -heating systems should meet the following criteria:
1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and
2. Be installed at an orientation within 45 degrees of true south.
R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the
Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation
including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that
close when the ventilation system is not operating.
R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be
powered by an electronically commutated motor.
R403.6.2 Ventilation air. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable
Indoor Air Quality, shall be the maximum rates allowed for residential applications.
No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics,
crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas.
3. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be
insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10
otherwise.
R403.7 Heating and cooling equipment (Mandatory).
R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the
equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies,
based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and
indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions
described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that
affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such
as -standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency
rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed.
TABLE R403.6.1
WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY
FAN LOCATION AIRFLOW RATE MINIMUM
CFM)
MINIMUM EFFICACY a
CFM/WATT)
AIRFLOW RATE MAXIMU
CFM)
Range hoods Any 2.8 cfm/watt Any
In -line fan Any 2.8 cfm/watt Any
Bathroom, utility room 10 1.4 cfm/watt 90
Bathroom, utility room 90 2.8 cfm/watt Any
For SI: 1 cfm = 28.3 Umin. a. When tested in accordance with HVI Standard 916
4/13/2018 6:01 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5
MANDATORY REQUIREMENTS - (Continued)
R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less
than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in
Section 403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the
equipment shall not be less than the calculated latent load.
The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's
expanded performance data shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry-bulb
temperature for the load calculation (or entering water temperature for water -source equipment), the blower CFM provided by the expanded
performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature.
Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load
calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space.
Exceptions:
1. Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the
calculated total sensible load but not less than 80 percent of that load.
2.
When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of
equipment may be sized in accordance with good design practice.
R403.7.1.2 Heating equipment capacity.
R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section
R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if
the design heating load is 1.15 times greater than the design cooling load.
R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design
requirements calculated according to the procedure selected in Section R403.7.1.
R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners
shall not be less than the design load calculated in accordance with Section R403.7.1.
R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an
intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to
prevent continuous space cooling or heating within that space by one or more of the following options:
A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas.
A variable capacity system sized for optimum performance during base load periods is utilized.
R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections
C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403.
R403.9 Snow melt and Ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building,
shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F (10°C), and no
precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4.8°C).
R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas
shall be in accordance with Sections R403.10.1 through R403.10.5.
R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an
integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation
of such switch shall not change the setting of the healer thermostat. Such switches shall be in addition to a circuit breaker for the
power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots.
R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule
shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this
section.
Exceptions:
1. Where public health standards require 24-hour pump operation.
2. Pumps that operate solar- and waste -heat -recovery pool heating systems.
3. Where pumps are powered exclusively from on -site renewable generation.
R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at
the water surface or a liquid cover or other means proven to reduce heat loss.
Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered
energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required.
R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa heaters shall have a minimum thermal
efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool
heaters fired by natural or LP gas shall not have continuously burning pilot lights.
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R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance
with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is
required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard.
R403.11 Portable spas (Mandator%he energy consumption of electric -powered portable spas shall be controlled by the
requirements of APSP-14.
SECTION R404
ELECTRICAL POWER AND LIGHTING SYSTEMS
R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be
high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps.
Exception: Low -voltage lighting.
R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights.
4/13/2018 6:01 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5
FORM R405-2017
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 91
The lower the EnergyPerformance Index, the more efficient the home.
1. New construction or existing
2. Single family or multiple family
3. Number of units, if multiple family
4. Number of Bedrooms
5. Is this a worst case?
6. Conditioned floor area (W)
7. Windows" Description
a. U-Factor: Dbl, U=0.55
SHGC: SHGC=0.22
b. U-Factor: Dbl, U=0.58
SHGC: SHGC=0.25
c. U-Factor: Dbl, U=0.54
SHGC: SHGC=0.25
d. U-Factor: N/A
SHGC:
Area Weighted Average Overhang Depth
Area Weighted Average SHGC:
B. Floor Types
a. Slab -On -Grade Edge Insulation
b. Floor Over Other Space
c. other (see details)
2649 Green Swallow Way, Sanford, FL,
New (From Plans) 9. Wall Types Insulation Area
Single-family
a. Frame - Wood, Exterior R=11.0 1593.00 ft2
b. Concrete Block - Int Insul, Exterior R=4.1 1292.70 ft2
1 c. Frame - Wood, Adjacent R=11.0 406.00 ft2
5 d. N/A R= ft2
10. Ceiling Types Insulation Area
No a. Under Attic (Vented) R=30.0 1917.00 f12
3075 b. N/A R= ft2
c. N/A R= ft2
Area
11. Ducts R ft2
198.04 ft2 a. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 615
64.00 ft2
12. Cooling systems kBtu/hr Efficiency
32.77 ft2 a. Central Unit 47.0 SEER:16.00
f12
3.420 ft.
0.230
Insulation Area
R=0.0 1367.00 ft2
R=0.0 1158.00 ft2
R= 550.00 ft2
13. Heating systems
a. Electric Heat Pump
14. Hot water systems
a. Electric
b. Conservation features
None
15. Credits
I certify that this home has complied with the Florida Energy Efficiency Code for Building
Construction through the above energy saving features which will be installed (or exceeded)
in this home before final inspection. Otherwise, a new EPL Display Card will be completed
based on installed Code compliant_ atuW.
Builder Signature: Date: J / 1110
of
Address of New Home: 2 6 y i (y.<[h SW j&jd P City/FL Zi_p:: Sgf,fr( L
kBtu/hr Efficiency
45.5 HSPF:9.00
Cap: 50 gallons
EF: 0.9
Pstat
t-
O-IJAE ST,q
UZI
yl_ a
l
COD WEB
Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient
mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at
techsupport@energygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of
certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building
Commission's support staff.
Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT.
4/13/2018 6:01 PM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1
2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Lot 243 Wellington A RHG FlexwDoor OpMbth - N Builder Name: Park Square Homes
Sheet: 2649 Green Swallow Way Permit Office: City of Sanford
City, State, Zip: Sanford , FL , Permit Number:
Owner: Park Square Homes Jurisdiction: 691500
Design Location: FL, Orlando
COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA
General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall
The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material.
requirements Breaks or joints in the air barrier shall be sealed.
Ceiling/attic
The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit
the insulation and an gaps in the air barrier shall be sealed. Y 9 P shall be aligned with the air barrier.
Access openings, drop down stairs or knee wall doors to
unconditioned attics aces shall be sealed.
Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls
The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with
sealed. a material having a thermal resistance of R-3 per inch
Knee walls shall be sealed. minimum.
Exterior thermal envelope insulation for framed walls
shall be installed in substantial contact and
continuous alignment with the air barrier.
Windows, skylights The space between window/door jambs and framing, and
and doors skylights and framing shall be sealed.
Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated.
Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to
including insulation. •, maintain permanent contact with the underside of
above -garage subfloor decking, or floor framing cavity insulation
and cantilevered shall be permitted to be in contact with the top side
floors) of sheathing, or continuous insulation installed on
the underside of floor framing and extends from the
bottom to the top of all perimeter floor framing
members.
Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation
a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls
Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to
exterior or unconditioned space shall be sealed.
Batts in narrow cavities shall be cut to fit, or narrow
Narrow cavities cavities shall be filled by insulation that on
installation readily conforms to the available cavity
spaces.
Garage separation Air sealing shall be provided between the garage and conditioned spac 3s.
Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building
shall be sealed to the drywall. thermal envelope shall be air tight and IC rated.
Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring
and plumbing in exterior walls, or insulation that on
installation readily conforms to available space shall
Pytpnd behind n'p'no and wiring.
Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall
on exterior wall tubs shall separate them from the showers and tubs. be insulated.
Electrical/phone box or The air barrier shall be installed behind electrical or communication
exterior walls boxes or air -sealed boxes shall be installed.
HVAC register boots HVAC register boots that penetrate building thermal envelope shall
be sealed to the sub -floor or drywall.
Concealed When required to be sealed, concealed fire sprinklers shall only be
sprinklers sealed in a manner that is recommended by the manufacturer.
Caulking or other adhesive sealants shall not be used to fill voids
between fire sr)r'nkler cover plates and walls or ce*ldnos.
a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400.
4/13/2018 6:02 PM EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1
wrightsoft• Project Summary Job: Lot 243Wellington ARHG... 1 '
7 Date: 12-18-2014 Entire
House By. MC/RI One
Stop Cooling and Heating 7225
Sardscove Ct. Sute 1, W irter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg.00m Lioerse CAG032444 For:
Park Square Homes 2649
Green Swallow Way, Sanford, FL Notes:
Design
Information Weather:
Orlando Executive AP, FL, US Winter
Design Conditions Outside
db 44 OF Inside
db 70 OF Design
TD 25 OF Heating
Summary Structure
22458 Btuh Ducts
5071 Btuh Central
vent (0 cfm) 0 Btuh none)
Humidification '
0 Btuh Piping
0 Btuh Equipment
load 27529 Btuh Infiltration
Method
Simplified Construction
quality Semi -tight Fireplaces
0 Fie
Co linq Area (
ft2) 319tin8 3198 Volume (
ft3) 29198 29198 Air
changes/hour 0.25 0.13 Equiv.
AVF (cfm) 122 63 Heating
Equipment Summary Make
Trane Trade
TRANE Model
4TW R6048H 1 AHRI
ref 7563627 Summer
Design Conditions Outside
db 93 OF Inside
db 75 OF Design
TD 18 OF Daily
range L Relative
humidity 50 Moisture
difference 45 gr/Ib Sensible
Cooling Equipment Load Sizing Structure
22108 Btuh Ducts
6675 Btuh Central
vent (0 cfm) 0 Btuh none)
Blower
0 Btuh Use
manufacturer's data n Rate/
swing multiplier 0.98 Equipment
sensible load 28093 Btuh Latent
Cooling Equipment Load Sizing Structure
3111 Btuh Ducts
1166 Btuh Central
vent (0 cfm) 0 Btuh none)
Equipment
latent load 4277 Btuh EqulpmentTotal
Load (Sen+Lat) Req.
total 0.75 SHR 32370
3.
1 Btuh
ton
capacityatCooling
Equipment Summary Make
Trane Trade
TRANE Cond
4TWR6048H1 Coil
TEM6AOD48H41++TDR AHRI
ref 7563627 Efficiency
9 HSPF Efficiency 13.0 EER,16 SEER Heating
input Sensible cooling 35250 Btuh Heating
output 45500 Btuh @ 470F Latent cooling 11750 Btuh Temperature
rise 27 OF Total cooling 47000 Btuh Actual
air flow 1567 cfm Actual air flow 1567 cfm Air
flow factor 0.057 cfm/Btuh Air flow factor 0.054 cfm/Btuh Static
pressure 0.50 in H2O Static pressure 0.50 in H2O Space
thermostat Load sensible heat ratio 0.87 Capacity
balance point 32 OF IB
put = 8 kW, Output = 27268 Btuh, 100 AFUE Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. C -
41- wrlghtsoft- 2018-Apr-12115037 1
Rfgt1-Sute®Uriversal2018 18.0.11 RSU16202 Page 1 1243
WellirglonA RHG RexwDoor OpMbth- N.rtp Calc - NUB Horse faces: N
wrightsoft, Right-JO Worksheet
Entir+e'House
One Stop Cooling and Heating
Job: Lot 243 Wellington A RHG Re...
Date: 12-18-2014
By- MC/RI
7225 Sandscove CI Suite 1, Wirter Park FL 32792 Phone: (407) 629 - 6920 Fax, (407) 629 - 9307 Web wwwOreSlopCooling,00m License, CAC032444
1 Room dame Entire House FAMILY
2 Exposed wall 315.5 It 145 4
3 Room height 9.1 f1 d 93 It heaV000l
4 Room dimensions 1.0 x 281.9 ft
5 Room area 3197.8 fF 281.9 fF
Ty Construmon
number
U-value
BWhIiF-OF)
Or HTM
BWFNq
Area (IF)
or perimeter (A)
Load
Btuh)
Area (fF)
or perimeter (ll)
Load
BWh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 1213-09w
4A5-2om
4A5-2om
0.097
0.550
0 550
n
n
n
2.46
13.97
13.97
2.83
13.40
13.40
365
4
6
332
0
0
817
56
84
938
54
80
0
0
0
0
0
0
0
0
0
0
0
0
11
4A5-2om
4135-21n
0.550
0.540
n
n
13.97
13.71
13.40
13.69
15
8
0
0
209
110
201
110
0
0
0
0
0
0
0
0
13A-4ocs
4A5-2om
4A5-2om
0.143
0540
0.550
n
n
n
3.63
13.71
13.97
2.91
13.69
13.40
191
9
16
125
0
0
453
128
228
363
128
219
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
11 DO
0.550
0390
n
n
13.97
9.90
13.40
12.31
16
24
0
24
228
238
219
295
0
0
0
0
0
0
0
0
v 1213-0sw
4A5-2om
4A5-2om
0.097
0.540
0.550
a
a
a
2.46
13.71
13.97
2.83
30.66
2833
432
3
15
414
0
0
1020
41
209
1171
92
425
0
0
0
0
0
0
0
0
0
0
0
0
I--G
I--G
W
Vj/
13A-4ocs
12B-0sw
0.143
0.097
a
s
3.63
2.46
2.91
2.83
470
365
470
305
1705
750
1367
861
0
0
0
0
0
0
0
0
I -a 4A5-2om
13A-4ocs
4A5-tom
0.550
0.143
0.550
s
s
s
13.97
3.63
13.97
13.62
2.91
13.67
60
377
33
49
247
25
838
898
456
817
720
447
0
135
0
0
102
0
0
371
0
0
297
0
4A5-2om
4A5-2omd
12B-09N
0.550
0580
0.097
s
s
w
13.97
14.73
2.46
13.40
14.42
2.83
33
64
432
33
64
424
456
943
1044
43B
923
1199
33
0
0
33
0
0
456
0
0
438
0
0
4B5-2hn
13A-4ocs
0.540
0.143
w
w
13.71
3.63
30.66
2.91
8
251
0
247
110
896
245
718
0
0
0
0
0
0
0
0Vj!
L-^ 4A5-2om
12C-Osw
0.540
0.091
w 13.71
231
29.41
152
4
405
0
387
59
894
127
586
0
19
0
19
0
43
0
28P
11 DO 0.390 n 9.90 12.31 18 18 177 220 0 0 0 0a
C 16CR-30ad 0.032 0.81 1.44 1947 1947 1582 2807 0 0 0 0
F 19A-Obsoa 0295 2.81 2.00 24 24 68 48 0 0 0 0
F 19C-19csm 0.049 0.43 0.31 527 527 227 161 0 0 0 0
F 22A-cpm 1.180 29.96 0.00 1395 139 4150 0 282 15 434 0
6 c) AED excursion 0 21
Envelope loss/gain 19073 15980 1305 742
12 a) Infiltration 3384 1248 158 58
b) Room ventilation 0 0 0 0
13 Internal gaira Occupants@ 230 6 1380 0 0
Applianoeslother 3500 750
Subtotal (lines 6 to 13) 22458 22108 1463 1551
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 260 176
14 Subtotal 22458 22108 1723 1727
15 Duciloads 230/6 309/. 5071 6675 259% 1 34% 428 581
Total room load 275291 287&31 2151 2307
Air required (dm) 15671 15671 122 126
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
wrlgFttsoTt- 2018-Apr-12115097
Righl-Sute®Uriversal2018180.11 RSU16202 Page 1
t 243 W ellirglonA RHG RexwDoor OpMblh- N.np Calc = MJB House faces' N
wrightsoft- Right-M Worksheet Job:
Entire House
Date:
By:
One Stop Cooling and Heating
7225 Sardsoove G SUle 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web wwwOneSlopCootirg.00m License: CAC032444
Lot 243 Wellington ARHG Re...
12-18-2014
MC/RI
1 Room name Kfr LDRY
2 Exposed wall 14.5 A 65 If
3 Room height 93 ft heatbool 93 it heat/000l
4 Room dmensions 1.0 x 186.6 ft 1.0 x 73.8 ft
5 Room area 186.6 fF 73.8 fF
Ty Construction U-value Or HTM Area 09 Load Area (M Load
number BUMV9 Btu h or perimeter (A) BNh) or perimeter (A) Btuh)
Heal Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 12B-Osw 0.097 n 2.46 2.83 0 0 0 0 0 0 0 0
4A5.20m 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11 4B5-2hn 0.540 n 13.71 13.69 0 0 0 0 0 0 0 0
13A-4ocs
4A5-2om
0.143
0.540
n
n
3.63
13.71
2.91
13.69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om 0.650 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11 DO 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
Vj!
I-G
12B-Osnc
4A5-2om
0.097
0.540
a
a
2A6
13.71
2.83
30.66
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
G 4A5-2om 0.550 a 13.97 28.33 0 0 0 0 0 0 0 0
W 13A-40cs 0.143 a 3.63 2.91 135 135 490 393 60 60 220 176
12B-05w 0.097 s 2.46 2.83 0 0 0 0 0 0 0 0
4A5.2om 0.550 s 13.97 13.62 0 0 0 0 0 0 0 0
0.143 s 3.63 2.91 0 0 0 0 0 0 0 0
4A5.2om 0.550 s 13.97 13.67 0 0 0 0 0 0 0 0TE
13A-4ocs
4A5-2om 0.550 s 13.97 13.40 0 0 0 0 0 0 0 0
4A5.2omd
126-Osw
0580
0.097
s
w
14.73
2.46
14.42
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5-2fm
13A-4ocs
0.540
0.143
w
w
13.71
3.63
30.66
2.91
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om 0.540 w 13.71 29.41 0 0 0 0 0 0 0 0
P 12C-Osw 0.091 231 1.52 0 0 0 0 0 0 0 0
L-D 11DO 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
C 16CR-30ad 0.032 0.81 1.44 0 0 0 0 0 0 0 0
F 19A-Obscp 0295 2.81 2.00 0 0 0 0 0 0 0 0
F 19C-19cscp 0.049 0.43 0.31 0 0 0 0 0 0 0 0
F 22A-c pm 1.180 29.96 0.00 187 15 434 0 74 7 195 0
61 c) AED excursion 22 1 -10
Envelope lossrgain 924 370 414 166
12 a) Infiltration 158 58 71 26
b) Room ventilation 0 0 0 0
13 Internal gains: Oowpanls@ 230 0 0 0 0
Applianceslother 1200 500
Subtotal (lines 6 to 13) 1083 1629 485 693
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 104 74
14 Subtotal 1083 1629 589 767
15 Dud loads 25% 34% 269 548 250/6 34 % 146 258
Total room load 1351 2176 736 1024
Air required (cfm) 1 77 118 42 56
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
wrtgF tsoft' 2018-Apr-121155037
A " ""' "" -"'^^
RIgFt-Scile®Uriversal 2018 18 0.11 RSU16202 Page 2Aet
1243WellingtonARHGRexwDoorOpMbth-N.rcp Calc=M18 House faces: N
f- wrightsoft' Right-M Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 243 Wellington A RHG Fie...
Date: 12-18-2014
By- MUM
7225 Sardscove CA. Suits 1, W irter Park FL 32792 Phone (407) 629 - 6920 Fax: (407) 629 - 9307 Web- wwwOneStopCoolirg.com Licerse: CAC032444
1 Room dame FOYER FLEX
2 Etposed wall 6D A 315 A
3 Room height 9.3 ft heaV000l 9.3 R heat/cool
4
5
Room dimensions
Room area
10 x 114.0 ft
114.0 fF
13.0 x 145 fl
1885 fF
Ty Construction U-value Or HTM Area (fF) Load Area 012) Load
number BtuhW-°F) BtuhAq or perimeter (f) Btuh) or perimeter (A) Btuh)
Heat Cool Grass N/P/S Heat Cool Gross N/PS Heat Cool
6 12B-Osw 0.097 n 2.46 2.83 0 0 0 0 0 0 0 0
4A5-2om
4A5-2om
0.550
0.550
n
n
13.97
13.97
13.40
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
4A5-2om
485-2(m
0.550
0.540
n
n
13.97
13.71
13.40
13.69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A-4ocs
4A5.2om
4A5-2om
0.143
O.540
0.550
n
n
n
3.63
13.71
13.97
2.91
13.69
13.40
56
9
0
22
0
0
82
128
0
65
128
0
135
0
16
102
0
0
371
0
228
297
0
219
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 16 0 228 219
11 DO 0.390 n 9.90 12.31 24 24 238 295 0 0 0 0
12B-Osw
4A5-2om
0.097
0.540
a
a
2A6
13.71
2.83
30.66
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om 0.550 a 13.97 28.33 0 0 0 0 0 0 0 0
W 13A-4ocs
12B-09ry
0.143
0.097
a
s
3.63
2.46
2.91
2.83
0
0
0
0
0
0
0
0
121
0
121
0
439
0
352
0
4A5.2om
13A•4ocs
4A5.2om
0.550
0.143
0.550
s
s
s
13.97
3.63
13.97
13.62
2.91
13.67
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0J-G
4A5-2om
4A5-2omd
12B-05w
0.550
0.580
0.097
s
s
w
13.97
14.73
2.46
13.40
14.42
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0Vjl
Y-C 485.2hn
13A-4ocs
0.540
0.143
w
w
13.71
3.63
30.66
2.91
0
0
0
0
0
0
0
0
0
37
0
37
0
135
0
108
4A5-2om
12C•Osw
0.540
0.091
w 13.71
2.31
29.41
1,52
0
93
0
93
0
215
0
141
0
0
0
0
0
0
0
0P
L--O 11D0 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
C 16CR-30ad 0.032 0.81 1.44 0 0 0 0 60 60 48 86
F 19A-Obscp 0.295 2.81 2.00 0 0 0 0 0 0 0 0
F 19C-19csw 0.049 0.43 0.31 0 0 0 0 0 0 0 0
F 22A-qxn 1.180 29.96 0.00 114 6 180 0 189 32 944 0
6 c) AED excursion 9 21
Envelope lossigain 842 621 2394 1260
12 a) Infiltration 66 24 344 127
b) Room ventilation 0 0 0 0
13 Internal gains: Cocupants@ 230 0 0 0 0
Appliances/other 0 150
Subtotal (lines6 to 13) 907 645 2738 1537
Less extemalload 0 0 0 0
Less transfer 0 0 Ew/. 0 0
Redistntwtion 907 645 327 233
14 Subtotal 0 0 3065 1770
15 Duct loads 1 25 % 34 % 0 0 25 % 760 595
Total room load 0 0 3825 2365
Air required (dm) 0 0 218 129
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
rw wrlghGsoft- 2018-Apr-1211:5037
Az=.
A "' Righ-Scite®Uriversal2018180.11 RSU16202 Page
1243WellirgtonARHGRexwDoorOpMbth-Krp Calc=KM House faces. N
wrightsoft• Right-JO Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 243 Wellington ARHG Re...
Date: 12-18-2014
By: MC/RI
7225 Sardscove Ct. Sule 1, Witter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web, wwwOneSlopCoolirg corn Licerse: CAC032444
1 Room name PAN CAFE
2 Exposed wall 0 111 23.0 ft
3 Room height 93 It heat/000l 93 it heat/cool
4
5
Room dimensions
Room area
55 x 45 It
242 fF
10.0 x 13.0 It
130.0 fF
Ty Construction U-value Or HTM Area OF) Load Area (fF) Load
number BUMIL-9 BtuhIM or perimeter (A) Btuh) or pedmeter (A) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 128-Osw 0.097 n 2.46 2.83 0 0 0 0 0 0 0 0
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11 4B5-2Im 0.540 n 13.71 13.69 0 0 0 0 0 0 0 0
13A-4ocs
4A5-2om
0.143
0.540
n
n
3.63
13.71
2.91
1369
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11 DO 0390 n 9.90 12.31 0 0 0 0 0 0 0 0
12&Os6v 0.097 a 2.46 2.83 0 0 0 0 0 0 0 0
4A5-2om 0.540 a 13.71 30.66 0 0 0 0 0 0 0 0IH-G-
G
4A5-2om 0.550 a 13.97 2833 0 0 0 0 0 0 0 0
W 13A-40cs 0.143 a 3.63 2.91 0 0 0 0 93 93 338 271
1--G
12&Osw 0.097 5 2.46 2.83 0 0 0 0 0 0 0 0
4A5.2om 0.550 s 13.97 13.62 0 0 0 0 0 0 0 0
yyylll 13A-4ocs 0.143 s 3.63 2.91 0 0 0 0 121 57 207 166
4A5-tom 0.550 s 1397 13.67 0 0 0 0 0 0 0 0
4A5.2om 0.550 s 1397 13.40 0 0 0 0 0 0 0 0
4A5-2omd
121310sw
0.580
0.097
s
w
14.73
2.46
14.42
283
0
0
0
0
0
0
0
0
64
0
64
0
943
0
923
0
4B5.2fin
13A-4ocs
0.540
0.143
w
w
13.71
363
30.66
2.91
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5.2om
12C-Osw
0.540
0.091
w 13.71
231
29.41
1.52
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0P
i-D 11D0 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
C 16CR-30ad 0.032 081 1.44 0 0 0 0 0 0 0 0
F 19A-Obscp 0295 2.81 2.00 0 0 0 0 0 0 0 0
F 19C-19csw 0.049 0.43 0.31 0 0 0 0 0 0 0 0
F 22A-cpm 1.180 29.96 0.00 25 0 0 0 130 23 689 0
6 c) AED excursion 0 20
Envelope loss/gam 0 0 21761 1339
12 a) Infiltration 0 0 251 93
b) Room ventilation 0 0 0 0
13 Internal gains Occupants@ 230 0 0 0 0
Appliancesbther 0 0
Subtotal (lines6 to 13) 0 0 2427 1432
Less e)demal load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 223 159 0 0
14 Subtotal 223 159 2427 1432
151 ud loads 1 25 % 34%1 55 53 25%1 34 % 602 481
Total room load I 1 2781 212 3029 1914
Air required (dm) 16 121 172 104
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
f wrlgF taoTi- 2018-Apr-12115037
RigtY-Scite®Uriversa1201818011 RSU16202 Page4 1243 W ellirgtonA RHG
RexwDoor OpMbth- Krup Calc - MJ8 House faces: N
wrightsoft• Right-M Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 243 Wellington ARHG Fle...
Date: 12-18-2014
By- MC/RI
7225 Sandscove Ct Sute 1, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web. wwwOneStopCooling com License: CA0032444
1 Room name BED2 BTH2
2 Exposed wall 365 ft 6.0 ft
3 Room height 9.3 It heaU000l 9.3 A heaYbool
4
5
Room dimensions
Room area
1.0 x 209.0 ft
209.0 fF
6.0 x 9.0 It
54.0 fF
Ty Construction U-value Or HTM Area (fF) Load Area 011) Load
number BtuhM--q Btu or perimeter (ft) Btuh) or penmeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 12B-Osw 0.097 n 2.46 2.83 0 0 0 0 0 0 0 0
4A5-2om
4A5.2om
0.550
0.550
n
n
13.97
13.97
13.40
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
4A5.2om
485.2fm
0.550
0.540
n
n
13.97
13.71
13.40
13.69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A-4ocs
4A5-2om
0.143
0.540
n
n
3.63
13.71
2.91
13.69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om
1100
0.550
0.390
n
n
13.97
9.90
13.40
12.31
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
12B-Osw
4A5.2om
4A5-2om
0.097
0.540
0.550
a
a
a
2A6
13.71
13.97
2.83
30.66
28.33
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
W 13A-4ocs
12B-Osw
0.143
0.097
a
s
3.63
2.46
2.91
2.83
60
0
60
0
220
0
176
0
0
0
0
0
0
0
0
0
4A5.2om
13A-4ocs
4A5-tom
0.550
0.143
0.550
s
s
s
13.97
3.63
13.97
13.62
2.91
13.67
0
121
33
0
88
25
0
320
456
0
257
447
0
0
0
0
0
0
0
0
0
0
0
0
TG 4A5-2om
4A5-2omd
12B-Osw
0.550
0.580
0.097
s
s
w
13.97
1473
2.46
1340
14.42
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0tj4B5-2frn
13A-4ocs
0.540
0.143
w
w
13.71
3.63
30.66
2.91
0
158
0
158
0
574
0
460
0
56
0
51
0
187
0
150
G
4A5-2om
12C-Osw
0.540
0.091
w 13.71
2.31
29.41
1.52
0
0
0
0
0
0
0
0
4
84
0
84
59
193
127
127P
L-D 11D0 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
C 16CR-30ad 0.032 021 1.44 85 85 69 122 0 0 0 0
F 19A-Obscp 0295 2.81 2.00 0 0 0 0 0 0 0 0
F 19C-19c9w 0.049 0.43 0.31 0 0 0 0 0 0 0 0
F 22A-qxn 1.180 29.96 0.00 209 37 1094 0 54 6 180 0
6 c) AED excursion 9
r
53
Ernelope lossrgain 2733 1453 619 457
12 a) Infiltration 399 147 66 24
b) Room ventilation 1 0 0 0 0
13 Intemalgains: Oowpants@ 230 1 230 0 0
Appliancesiother 0 0
Subtotal (lines 6 to 13) 3131 1830 685 481
Less extemalload 0 0 0 0
Less transfer 0 0 0 0
Redistribution 27 18 23 15
14 Subtotal 3159 1847 708 496
15 Dud loads 251/6 34% 784 25% 34% 176 167
Total room load 3942
621
884Airrequired (ctm) 224 50 36
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
i
wrtgF tsoT[' 2018-Apr-12115037
Righl-Sule®Universal2018 18.0.11 RSU16202 Page 5
t 243 W ellirgtonA RHG RexwDoor OpMbth- N «p Calc - MJ8 House laces N
wrightsoft' Right-JO Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 243 Wellington ARHG Fle...
Date: 12-18-2014
By. MC/RI
7225 Sardscove Cl. Sute 1 • Wirter Park, FL 32792 Phone: (407) 629 - 6920 Fax, (407) 629 - 9307 Web: wwwOneStopCoolirg com License: CAC032444
1 Room name DROP STR1
2 Exposed well 0 it O It
3 Room height 93 ft heaV000l 93 ft heal/cool
4
5
Room dimensions
Room area
45 x 65 ft
293 fF
75 x 9.0 ft
675 fF
Ty Construc4on
number
U-value
BWhM--q
Or HTM
BWhr112)
Area (fF)
or perimeter (ft)
Load
Btuh)
Area (fF)
or perimeter (ft)
Load
Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 1213-09w 0.097 n 2.46 2.83 0 0 0 0 0 0 0 0
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11 4B5-2fm 0.540 n 13.71 13.69 0 0 0 0 0 0 0 0
VN
13A-4ocs
4A5.2om
0.143
0.540
n
n
3.63
13.71
2.91
13.69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om
11D0
0.550
0.390
n
n
13.97
9.90
13.40
12.31
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Val 1213-0sw 0.097 a 2.46 2.83 0 0 0 0 0 0 0 0
4A5-2om
4A5.2om
0.540
0.550
a
a
13.71
13.97
30.66
2833
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
I--G
W 13A-4ocs
1213-09w
0.143
0.097
a
s
3.63
2.46
2.91
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om 0.550 s 13.97 13.62 0 0 0 0 0 0 0 0
13A-4ocs
4A5-2om
0.143
0.550
s
s
3.63
13.97
2.91
13.67
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0G
4A5-2om
4A5.2omd
1213-0sw
0.550
0.580
0.097
s
s
w
13.97
14.73
2.46
13.40
14.42
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0t-( 4135-2fm
13A-4ocs
0.540
0.143
w
w
13.71
3.63
30.66
2.91
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
12C-0sw
0.540
0.091
w 13.71
221
29.41
152
0
102
0
84
0
195
0
128
0
70
0
70
0
161
0
106P
L-D 11D0 0390 n 9.90 1231 18 18 177 220 0 0 0 0
C 16CR-30ad 0.032 0.81 1.44 0 0 0 0 0 0 0 0
F 19A-Obsg1 0295 2B1 2.00 0 0 0 0 0 0 0 0
F 19C-19rsm 0.049 0.43 031 0 0 0 0 0 0 0 0
F 22A-qxn 1.180 29.96 0.00 29 0 0 0 68 0 0 0
6 c) AED excursion 5 1 1
Emelope losstgain 372 343 161 104
12 a) Infiltration 0 0 0 0
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants@ 230 0 0 0 0
Applianoesbther 0 0
Subtotal(lines 6to13) 372 343 161 104
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 189 131 161 104
14 Subtotal 561 474 0 0
15 Dud loads 25 % 34 % 139 159 25% 34% 0 0
Total room load 700 633 0 0
Air required (dm) 1
40 34 0 0
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
vi- wrlgF tsof- 2018-Apr-12115037
AM Righ-Sule®Universal 201818.0.11 RSU16202 Page 6
1243 WellingtonA RHG FlexwDoor OpMbth- Krup Calc - WB House faces: N
wrightsoft' Right-JO Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 243 Wellington ARHG Re...
Date: 12-18-2014
By: MC/RI
7225 Sardscove Q. Suite 1, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg com License: CAC032444
1 Room name HALL1 BED4
2 Exposed wall 0 ft 28.0 ft
3 Room height 93 ft heat/cool 9.0 It heat/cool
4
5
Room dimensions
Room area
9.0 x 4.0 It
36.0 fF
15.0 x 13.0 R
195.0 fF
Ty Construction
number
U-value
BtuhliF-09
Or HTM
Btu
Area OF)
or perimeter (ft)
Load
Btuh)
Area (fF)
or perimeter (ft)
Load
Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 12B-Os6v
4A5-2om
4A5-2om
0.097
0.550
0.550
n
n
n
2.46
13.97
13.97
2.83
13.40
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
4A5-2om
4B5-2hn
0.550
0.540
n
n
13.97
13.71
13.40
13.69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A-4ocs
4A5-2om
4A5.2om
0.143
0.540
0.550
n
n
n
3.63
13.71
13.97
2.91
13.69
13.40
0
0
0'
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
11D0
0.550
0.390
n
n
13.97
9.90
13.40
12.31
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
12B-Osw
4A5-2om
4A5-2om
0.097
0.540
0.550
a
a
a
2.46
13.71
13.97
2.83
30.66
28.33
0
0
0
0
0
0
0
0
0
0
0
0
135
0
0
135
0
0
333
0
0
382
0
0
W 13A-4ocs
12B-09v
0.143
0.097
a
s
3.63
2.46
2.91
2.83
0
0
0
0
0
0
0
0
0
117
0
102
0
251
0
289
4A5-2om
13A-4ocs
4A5-2om
0.550
0.
0.550550
s
s
s
13.97
3.
13.9797
13.62
2.91
1367
0
0
0
0
0
0
0
0
0
0
0
0
15
0
0
12
0
0
209
0
0
204
0
0
4A5-2om
4A5-2omd
12B-Osv
0.550
0.580
0.097
s
s
w
13.97
14.73
2.46
13.40
14.42
283
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5-2(m
13A-4ocs
0.540
0.143
w
w
13.71
3.63
30.66
2.91
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
12C-Osw
0.540
0.091
w 13.71
231
29.41
1.52
0
37
0
37
0
86
0
56
0
0
0
0
0
0
0
0P
L-D 11 DO 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
C 16CR-30ad 0.032 OB1 1.44 0 0 0 0 195 195 15B 281
F 19A-Obscp 0295 2.81 2.00 0 0 0 0 0 0 0 0
F 19C-19csm 0.049 043 0.31 0 0 0 0 0 0 0 0
F 22A-cpm 1.180 29.96 0.00 36 0 0 0 0 0 0 0
6 c) AED excursion 1 14
Envelope loss/gain 86 56 952 1142
12 a) Infiltration 0 0 296 109
b) Room ventilation 0 0 0 0
13 Internal gains: Ooaupants@ 230
Applianoes/other
0 0
0
1 230
0
Subtotal (lines 6to 13) 86 56 1248 1481
Less extemal load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 86 56 13 22
14 Subtotal 0 0 1260 1503
15 Dud loads 1 25 % 34 % 0 0 19'/, 279/. 242 409
Total room load 0 0 1 1502 1912
Air required (dm) 0 0 1 86 104
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
r}.- 2018-Apr-12115037
Rigtl-SUIeOUniversal 201818011 RSU16202 Page 1243WellingtonARHGRexwDoorOpMbth-Nrcp Calc-KM
Hose faces: N
f F wrightsoft' Right-J® Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 243 Wellington ARHG Fie...
Date: 12-18-2014
By- MC/RI
7225 Sardscove Cl. Sute 1, W irter ParK FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCooling.com License: CAG032444
1 Room name GAME BED5
2 EVosed wall 145 A 285 A
3 Room height 9.0 It heat/cool 9.0 It heaV000l
4 Room dimensions 18D x 145 ft 155 x 13.0 tt
5 Room area 261.0 fF 201.5 fF
Ty ConstnlmOn
number
U-value
Btuh4F-°F)
Or HTM
BtuhMq
Area OF)
or perimeter (A)
Load
BWh)
Area (fF)
or perimeter (I)
Load
BWh)
Heat Cool Gross NIPS Heat Cool Grass N/P/S Heat Cool
6 12B•Osw 0.097 n 2.46 2.83 0 0 0 0 0 0 0 0
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 1327 13.40 0 0 0 0 0 0 0 0
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11 485.2hn 0.540 n 13.71 13.69 0 0 0 0 0 0 0 0
13A-4ocs 0.143 n 3.63 2.91 0 0 0 0 0 0 0 0
4A5.2om 0.540 n 13.71 13.69 0 0 0 0 0 0 0 0
4A5-2om 0.&% n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0.&% n 13.97 13.40 0 0 0 0 0 0 0 0
11 DO 0390 n 9.90 12.31 0 0 0 0 0 0 0 0
12130sw 0.097 a 2.46 2.63 0 0 0 0 0 0 0 0 4A5.
2om 0.540 a 13.71 30.66 0 0 0 0 0 0 0 0 4A5-
2om 0.550 a 1327 28.33 0 0 0 0 0 0 0 0 W
13A-4ocs 0.143 a 3.63 2.91 0 0 0 0 0 0 0 0 t-
G 1213-
0sw 0.097 s 2.46 2.83 131 101 248 284 117 102 251 289 4A5-
2om 0.550 s 13.97 13.62 30 25 419 409 15 12 209 204 13A-
4ocs 0.143 s 3.63 2.91 0 0 0 0 0 0 0 0 4A5-
2om 0.550 s 13.97 13.67 0 0 0 0 0 0 0 0 4A5-
2om 0.550 s 13.97 13.40 0 0 0 0 0 0 0 0 4A5.
2omd 1213-
0sw 0.
580 0.
097 s
w
14.
73 2.
46 14.
42 2.
83 0
0
0
0
0
0
0
0
0
140
0
140
0
344
0
395
4135-
2fm 0.540 w 13.71 30.66 0 0 0 0 0 0 0 0 yl
13A-4ocs 0.143 w 3.63 2.91 0 0 0 0 0 0 0 0 I-;
4A5.2om 12C-
Osw 0.
540 0.
091 w
13.71 231
29.
41 152
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
PL-
D 11D0 0390 n 9.90 1231 0 0 0 0 0 0 0 0 C
16CR-30ad 0.032 0.81 1.44 261 261 212 376 202 202 164 291 F
19A-Obscp 0295 2.81 2.00 0 0 0 0 0 0 0 0 F
19C-19a= 0.049 0.43 0.31 0 0 0 0 0 0 0 0 F
22A-cpm 1.180 29.96 0.00 0 0 0 0 0 0 0 0 6
c) AED excursion 15 15 Envelope
lossrgain 879 1054 968 1163 12
a) Infillralion 153 57 301 111 b)
Room %en0lafion 0 0 0 0 13
Internal gains: Oonlpants@ 230 0 0 1 230 Appliances/
other 900 0 Subtotal (
lines 61013) 1032 2010 1269 1505 Less
extemalload 0 0 0 0 Less
transfer 0 0 0 0 Redistribution
48 85 0 0 14
Subtotal 1080 2095 1269 1505 15
Dud loads 1 19'/, 27/.l 207 570 19°/6 271/6 244 409 Total
room load 1288 12665 1513 1914 Air
required (dm) 73 145 86 104 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. 4&-
wrlgF,teolt- 201 8-Apr- 12 1150 37 A
Righ-
Sute®Uriversal201818011 RSU16202 Page 1243 WellingtonA RFIG RexwDoor OpMbth-
N.np Calc - tv118 House tares: N
wrightsoft' Right-J® Worksheet Job:
Entire House
Date:
Br-
One Stop Cooling and Heating
7225 Sardscove Ct. Suite 1. Witter Park FL 32792 Phone: (407) 629.6920 Fax. (407) 629.9307 Web, wwwOnaStopCooling.00m License: CAC032444
Lot 243 Wellington A RHG Fie...
12-18-2014
MC/RI
1 Room name STR2 WIC4
2 Exflosed well 0 ft 55 R
3 Room height 9.0 fl heat/000l 9.0 ft heaftol
4
5
Room dimensions
Room area
1.0 x 72.0 ft
72.0 fF
55 x 65 It
35.8 fF
Ty Construction
number
U-value
Btuh41Z°F)
Cr HTM
BluhiF)
Area OF)
or perimeter (ft)
Load
Btiuh)
Area OF)
or perimeter (ft)
Load
Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 12B-09ry
4A5.2om
4A5-2om
0.097
0.550
0.550
n
n
n
2.46
13.97
13.97
2.83
13.40
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
4A5-2om
4135-2tm
0.550
0.540
n
n
13.97
13.71
13.40
13.69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A-4ocs
4A5-2om
4A5-2om
0.143
0.540
0.550
n
n
n
3.63
13.71
13.97
2.91
13.69
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
11 DO
0.550
0.390
n
n
13.97
9.90
13.40
12.31
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
V+I 12B-09w
4A5.2om
4A5-2om
0.097
0.540
0.550
a
a
a
2.46
13.71
13.97
2.83
30.66
28.33
0
0
0
0
0
0
0
0
0
0
0
0
50
0
0
50
0
0
122
0
0
140
0
0
W 13A-4ocs
12B-lhw
0.143
0.097
a
s
3.63
2.46
2.91
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
13A-4ocs
4A5-2om
0.550
0.143
0.550
s
s
s
13.97
3.63
13.97
13.62
2.91
13.67
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0T-G
4A5.2om
4A5.2omd
12B-Osv
0.550
0.580
0.097
s
s
w
13.97
14.73
2.46
13.40
14.42
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0yl
4B5-2tm
13A-4ocs
0.540
0.143
w
w
13.71
3.63
30.66
2.91
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
G
v
G 4A5-2om 0.540 w 13.71 29.41 0 0 0 0 0 0 0 0
P 12C-Osw 0.091 2.31 152 0 0 0 0 0 0 0 0
L-D 11D0 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
C 16CR-30ad 0.032 0.81 1.44 72 72 59 104 36 36 29 52
F 19A-Obscp 0295 2B1 2.00 0 0 0 0 0 0 0 0
F 19C-19csm 0.049 0.43 031 0 0 0 0 0 0 0 0
F 22A-qxn 1.180 2996 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 1 3
Envelope loss/gain 59 102 151 189
12 a) Infiltration 0 0 58 21
b) Room ventilation 0 0 0 0
13 Intemalgairm Occupants@ 230 0 0 0 0
Appliancesbther 0 1 0
Subtotal (lines 6 to 13) 59 102 209 210
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 59 102 11 19
14 Subtotal 0 0 220 229
15 Duct loads 19% 27% 0 0 199/61
2791
42 62
Total room load 0 0 262 291
Air required (dm) 0 0 15 16
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
s -
rw 2018-Apr-12115037
Right-Sute®Uriversal2018180.11 RSU16202 Page
1243 W ellingtonA RHG FlexwDoor OpMblh- N.np Calc - MJ8 House faces: N
wrightsoft• Right-J® Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 243 Wellington A RHG Fie...
Date: 12-18-2014
By: MC/RI
7225 Sardsoove CI Sute 1, W irter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolirg com Lioerse: CAC032444
1 Room name LW
2 EMosed wall 0 It 4.0 e
3 Room height 9.0 It heaV000l 9.0 It heaV000l
4 Room dimensions 55 x 65 fl 4.0 x 6.5 It
5 Room area 35.8 fF 26.0 fF
Ty Construction
number
U-value
BluhAF -n
Or HTM
BnuhAF)
Area (IF)
or perimeter (A)
Load
Btuh)
Area (IF)
or penmeter (A)
Load
Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 12B-Osw 0.097 n 2.46 2.83 0 0 0 0 0 0 0 0
4A5-20m
4A5-2om
0.550
0.550
n
n
13.97
13.97
13.40
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
4A5.2om
4135-2f n
0.550
0.540
n
n
13.97
13.71
13.40
13.69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A-4ocs
4A5.2om
4A5-2om
0.143
0 540
0.550
n
n
n
3.63
13.71
13.97
2.91
13.69
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om 0550 n 13.97 13.40 0 0 0 0 0 0 0 0
11 DO 0390 n 9.90 12.31 0 0 0 0 0 0 0 0
Vjl 12&Osw
4A5-2om
0.097
0.540
a
a
2.46
13.71
2.83
30.66
0
0
0
0
0
0
0
0
36
0
36
0
89
0
102
01-r
L-( 4A5-2om 0.550 a 13.97 28.33 0 0 0 0 0 0 0 0
W 13A-4ocs 0.143 a 3.63 2.91 0 0 0 0 0 0 0 0
1213-09w 0.097 s 2.46 2.83 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 13.97 13.62 0 0 0 0 0 0 0 0
13A-40cs 0.143 s 3.63 2.91 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 13.97 13.67 0 0 0 0 0 0 0 0
4A5.2om
4A5-2omd
12B-Osw
0 550
0.580
0.097
s
s
w
13.97
14.73
2.46
13.40
14.42
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0y!
L-C 4B5.2hn
13A-4ocs
0.540
0.143
w
w
13.71
3.63
30.66
2.91
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5.2om
12C-09w
0.540
0.091
w 13.71
231
29.41
1.52
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0P
L-D 11 DO 0.390 n 9.90 1231 0 0 0 0 0 0 0 0
C 16CR-30ad 0.032 0.81 1.44 36 36 29 52 26 26 21 37
F 19A-Obscp 0295 2.81 2.00 0 0 0 0 0 0 0 0
F 19C-19a= 0.049 0.43 0.31 0 0 0 0 0 0 0 0
F 22A-qxn 1.180 29.96 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 1 2
Emelope losslgain 29 51 110 137
12 a) Infiltration 0 0 42 16
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants@ 230 0 0 0 0
AWliancesbther 1 01 0
Subtotal (lines 6 m 13) 29 51 152 153
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 29 51 10 17
14 Subtotal 0 0 162 170
15 Dud loads 19% 279/6 0 0 19% 271/6 31 46
Total room load 0 0 193 217
Air required (dm) 0 0 11 12
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
ri- wrlgF tr9of t- 2018-Apr-12 1155037
Righ-Sute®Uriversal2018 18 0.11 RSU16202 Page 10
1243WellirgtonARHGRexwDoorOpMblh-N.rtp Calc=M,18 House faoes.N
F- wrightsoft' Right-JO Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 243 Wellington ARHG Re...
Date: 12-18-2014
By: MC/RI
7225 Sardscove Cl. Sule 1. W irter Park FL 32792 Phone: (407) 629 - 6920 Fax. (407) 629 - 9307 Web: wwwOneSlopCoolirg com License: CAC032444
1 Room name TOU BTH3
2 Exposed wall 6.0 ft 0 ft
3 Room height 9.0 ft heal/cool 9.0 It heat/cool
4
5
Room dimensions
Room area
6.0 x 85 ft
510 fF
6.0 x 55 ft
33.0 fF
Ty Construction U-value Or HTM Area (ftI) Load Area OF) Load
number BtuhMz-°F) BWhAM or perimeter (A) Btuh) or perimeter (ft) Btuh)
Heat Cool Grass N/P/S Heat Cool Gross N/P/S Heat Cool
6 1213-0sw
4A5.2om
4A5.2om
0.097
0.550
0.550
n
n
n
2.46
13.97
13.97
2.83
13.40
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
4A5-2om
4B5-21n
0.550
0.540
n
n
13.97
13.71
13.40
13.69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A-4ocs
4A5-2om
4A5-2om
0.143
0.540
0550
n
n
n
3.63
13.71
13.97
2.91
13.69
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-tom
11D0
0.550
0.390
n
n
13.97
9.90
13.40
12.31
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1213-Osw
4A5.2om
4A5.2om
0.097
0.540
0.5W
a
a
a
2.46
13.71
13.97
2.83
30.66
28.33
54
3
0
51
0
0
126
41
0
144
92
0
0
0
0
0
0
0
0
0
0
0
0
0
W 13A-4ocs
12B-0sw
0.143
0.097
a
s
3.63
2.46
2.91
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-tom
4A5-2om
0.550
0.143
0.550
s
s
s
13.97
363
13.97
13.62
2.91
13.67
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0TE
13A-4ocs
4A5-2om
4A5.2omd
12&0sv
0.550
0.580
0.097
s
s
w
13.97
14.73
2.46
13.40
14.42
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5.2hn
13A-4ocs
0.540
0.143
w
w
13.71
3.63
30.66
2.91
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
12C-Osw
0.540
0.091
w 13.71
2.31
29.41
1.52
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0P
L-D 11D0 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
C 16CR-30ad 0.032 0.81 1.44 51 51 41 74 33 33 27 48
F 19A-Obscp 0295 2E1 2.00 0 0 0 0 0 0 0 0
F 19C-19csco 0.049 0.43 0.31 0 0 0 0 0 0 0 0
F 22A-cpm 1.180 29.96 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 19 1
Ernelope loss/gain 208 329 27 47
12 a) Infiltration 63 23 0 0
b) Room ventilation 0 0 0 0
13 Internal gams: Occupants@ 230 0 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 272 352 27 47
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 5 9 29 50
14 Subtotal 277 361 56 97
15 Dud loads 1 19% 279/6 53 98 19% 279/6 11 26
Total room load I 330 459 66 124
Air required (dm) 1 1 19 25 1 4 7
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
wrlgh of't- 2018-Apr-12115037
4C A Righ-Sule®Universal 201818011 RSU16202 Page 11 1243WellingtonARHGRexwDoorOpMbth-Nrp Catc=
MJ8 Houselaoes. N
wrightsoft- Right-J® Worksheet Job:
Entire House Date
By -
One Stop Cooling and Heating
7225 Sardsoove C1. Sute 1, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web wwwOneStopCoolirg com License: CAC032444
Lot 243 Wellington ARHG Flo...
12-18-2014
MC/RI
1 Room name WIC3 BED3
2 Exposed well 12.0 A 22.0 it
3 Room height 9.0 it heat/000l 9.0 it heat/cool
4 Room dimensions 5.0 x 7.0 It 135 x 135 it
5 Room area 35.0 fF 182.3 tF
Ty Construction
number
U-value
Bhjhff-on
Or HTM
Btu
Area 012)
or perimeter (it)
Load
Btuh)
Area (IF)
or perimeter (it)
Load
BWh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cod
6 12B-Osw 0.097 n 2.46 2.83 63 57 140 161 122 118 289 332
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 4 0 56 54
4A5.2om 0.550 n 13.97 13.40 6 0 84 80 0 0 0 0
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11 4B5-2hn 0.540 n 13.71 13.69 0 0 0 0 0 0 0 0
13A-4ocs 0.143 n 3.63 2.91 0 0 0 0 0 0 0 0
4A5-2om 0.540 n 13.71 13.69 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11 DO 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
12B-Osv 0.097 a 2.46 2.83 45 45 111 127 77 62 151 174
4A5-tom 0.540 a 13.71 30.66 0 0 0 0 0 0 0 0
4A5-2am 0.550 a 13.97 28.33 0 0 0 0 15 0 209 425
W 13A-4ocs 0.143 a 3.63 2.91 0 0 0 0 0 0 0 0
Y--a4A5-tom
12B-09N 0.097 s 2.46 2.83 0 0 0 0 0 0 0 0
0.550 s 13.97 13.62 0 0 0 0 0 0 0 0
yyylll 13A-4ocs 0.143 s 3.63 2.91 0 0 0 0 0 0 0 0
4A5-2om OS50 s 13.97 13.67 0 0 0 0 0 0 0 0
4A5.2om 0550 s 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2omd
12B-09v
0.580
0.097
s
w
14.73
2.46
14.42
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5.2hn
13A-40cs
0.540
0.143
w
w
13.71
3.63
30.66
2.91
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0y/
I-G 4A5-2om
12C-Osw
0.540
0.091
w 13.71
231
29.41
1.52
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0P
L-D 11 DO 0.390 n 9.90 1231 0 0 0 0 0 0 0 0
C 16CR-30ad 0.032 OB1 1.44 35 35 28 50 182 182 148 263
F 19A-0bscp 0295 2Bl 2.00 0 0 0 0 24 24 68 48
F 19C-19= 0.049 0.43 031 0 0 0 0 0 0 0 0
F 22A-cpm 1.180 29.96 0.00 0 0 0 0 0 0 0 0
6 0) AED excursion 6 41
Envelope loss/gain 363 413 912 1336
12 a) Infiltration 127 47 233 86
b) Room %entlation 0 0 0 0
13 lntemalgains: Oocupants@ 230 0 0 1 230
Apptiancesiother 0 0
Subtotal (lines 6 to 13) 490 460 1154 1652
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 18 31
14 Subtotal 490 460 1172 1682
151 ud loads 1 19% 279/6 94 125 199/6 271% 225 458
Total room load I 585 585 1 1397 2140
Air required (dm) 1 1 33 32 80 117
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
rw wrlghteoTe- 2018-Apr-12115037
c '"'"'-' Righi-Sule®Udversal 2018 18.0 11 RSU16202 Page 12
1243 WellirgtonA RHG RexwDoor OpMblh- N.rtp Calc - MJ8 Horse faces: N
wrightsoft, Right-JO Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 243 Wellington A RHG Fle...
Date: 12-18-2014
By- MC/RI
7225 Sardscove Ct Sule 1, Wirter Park FL 32792 Phore: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOreStopCoolirg.com Licerse: CAC032444
1 Room name MBED WALL
2 Exposed wall 375 A 6.0 A
3 Room height 9D ft heatb:)ol 9.0 tl heatl000l
4 Room dimensions 1.0 x 289.3 It 6.0 x 6.0 ft
5 Room area 289.3 fF 36.0 fF
Ty Construction
number
U-value
BtLjW-9
Or HTM
Btu
Area OF)
or perimeter (II)
Load
Bluh)
Area OF)
or perimeter (A)
Load
BWh)
Heat Cool Gross N/P/S Heat Cool Grass N/P/S Heat Cool
6 1213-09w
4A5-2om
4A5.2om
0.097
0.550
0.550
n
n
n
2.46
13.97
13.97
2.83
13.40
13.40
180
0
0
157
0
0
387
0
0
444
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
4A5.2om
485-2fm
0.550
0.540
n
n
13.97
13.71
13.40
13.69
15
8
0
0
209
110
201
110
0
0
0
0
0
0
0
0
13A-4ocs
4A5-2om
4A5-2om
0.143
0.540
0.550
n
n
n
3.63
13.71
13.97
2.91
1369
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
11 DO
0.550
0 390
n
n
13.97
9.90
13.40
12.31
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Vjl 12&Osv
4A5-2om
4A5-2om
0.097
0.540
6.550
a
a
a
2.46
13.71
13.97
2.83
3066
28.33
36
0
0
36
0
0
89
0
0
102
0
0
0
0
0
0
0
0
0
0
0
0
0
0
I-C
G
W
t--G
13A-4ocs
12B-Os6v
0.143
0.097
a
s
3.63
2.46
291
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
4A5-2om
0.550
0.143
0.550
s
s
s
13.97
3.63
13.97
13.62
2.91
13.67
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0TE
13A-4ocs
4A5.2om
4A5-2omd
12B-09w
0.550
0.580
0.097
s
s
w
13.97
14.73
2.46
13.40
14.42
2.83
0
0
122
0
0
122
0
0
299
0
0
344
0
0
54
0
0
54
0
0
133
0
0
153
4B5-2(m
13A-4ocs
0.540
0.143
w
w
13.71
3.63
30.66
2.91
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0t-G 4A5-2om
12C-Osw
0.540
0.091
w 13.71
2.31
29.41
1.52
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0R
L-D 11 DO 0.390 n 9.90 1231 0 0 0 0 0 0 0 0
C 16CR-30ad 0.032 0.81 144 289 289 235 417 36 36 29 52
F 19A-0bscp 0.295 2.81 2.00 0 0 0 0 0 0 0 0
F 19C-19aw 0.049 0.43 031 285 285 123 87 36 36 16 11
F 22A-cpm 1.180 29.96 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 31 3
Envelope losstgain 1452 1673 178 212
12 a) Infiltration 396 146 63 23
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants Ca) 230 2 460 0 0
Appliancesbther 0 0
Subtotal (lines 6 to 13) 1 1848 2279 241 236
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 94 103 241 236
14 Subtotal 1942 2382 0 0
15 Duct loads 19% 27°/u 373 648 19% 270/6 0 0
Total room load 2315 3030 0 0
Air required (dm) 132 165 0 0
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
wrlghGsoftt" 2018-Apr-12115037
Right-Sute®Uriversal 2018 18.0.11 RSU16202 Page 13
t 243 W ellingtonA RHG RexwOoor OpMbth - N.np Calc - MJ8 House faces: N
f F wrightsoft• Right-J® Worksheet Job:
EntireHouse
Bate:
By -
One Stop Cooling and Heating
7225 Sardscove Cl. Sule 1, W irter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOns topCooling com License- CAC032444
Lot 243 Wellington A RHG Re...
12-18-2014
MC/RI
1 Room name MuVIC MTO1
2 Exposed wall 0 ft O ft
3 Room height 9.0 ft heat/cool 9.0 ft heaV000l
4 Room dimensorm 1.0 x 793 ft 5.5 x 4.0 ft
5 Room area 793 fF 22.0 tF
Ty Construction U-value Or HTM Area (fF) Load Area (fF) Load
number BluhV-09 BWhT12) or perimeter (ft) BWh) or perimeter (ft) Bluh)
Heat Cool Grass N/P/S Heat Cool Gross NIPS Heat Cool
6 1213-0sw 0.097 n 2.46 2.83 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11 4B5.2tm 0.540 n 13.71 13.69 0 0 0 0 0 0 0 0
13A-4ocs 0.143 n 3.63 2.91 0 0 0 0 0 0 0 0
4A5.2om 0.540 n 13.71 13.69 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11 DO 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
Vjl 12&Osw 0.097 a 2.46 2.83 0 0 0 0 0 0 0 0
4A5.2om 0.540 a 13.71 30.66 0 0 0 0 0 0 0 0LL^ 4A5-2om 0.550 a 13.97 2833 0 0 0 0 0 0 0 0
W 13A-4ocs 0.143 a 3.63 2.91 0 0 0 0 0 0 0 0
t-G4A5-2om
12B-Osry 0.097 s 2.46 2.83 0 0 0 0 0 0 0 0
0.550 s 13.97 13.62 0 0 0 0 0 0 0 0
VL-IG
13A-4ocs 0.143 s 3.63 2.91 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 13.97 13.67 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2omd 0.580 s 14.73 14.42 0 0 0 0 0 0 0 0
12B-Osw 0.097 w 2.46 2.83 0 0 0 0 0 0 0 0
4B5-2hn 0.540 w 13.71 30.66 0 0 0 0 0 0 0 0
y/ 13A-4ocs 0.143 w 3.63 2.91 0 0 0 0 0 0 0 0
4A5-2om 0.540 w 13.71 29.41 0 0 0 0 0 0 0 06
P 12C-Osw 0.091 231 1.52 0 0 0 0 0 0 0 0
i-D 11 DO 0.390 n 9.90 1231 0 0 0 0 0 0 0 0
C 16CR-30ad 0.032 0.81 1.44 79 79 64 114 22 22 18 32
F 19A-Obscp 0.295 2b1 2.00 0 0 0 0 0 0 0 0
F 19C-19csw 0.049 0.43 0.31 73 73 31 22 18 18 8 6
F 22A-cpm 1.180 29.96 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 2 1
Envelope loss/gain 96 135 26 37
12 a) Infiltration 0 0 0 0
b) Room ventilation 0 0 0 0
13 Intemalgains: Occupants@ 230 0 0 0 0
Appliances/other 0 0
Subtotal(lines 6to13) 96 135 26 37
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 101 115 10 17
14 Subtotal 197 249 35 54
15 Dud loads 1 19% 279/6 38 68 19°/6 27 / 7 15
Total room load 235 317 42 68
Au required (dm) 13 17 2 4
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
wrlgtitsoTt-
Right-Su2018-
Apr-12115037le®Uriversa1201818011RSU16202Page141243WellinglonARHGRexwDcorOpMbth-
N np Calc= KW Horse faces: N
wrightsoft• Right-JO Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 243 Wellington ARHG Fie...
Date: 12-18-2014
By- MC/RI
7225 Sardscove Ct. Scile 1, W irter Park FL 32792 Phors: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneSlopCooling com License. CAC032444
1 Room name METH HALL2
2 Exposed well 130 A 0 R
3 Room heigh 9.0 It heat/000l 9.0 It heaUcool
4
5
Room dimensions
Room area
1 D x 122.5 It
122.5 fF
1 D x 125.3 It
125.3 fF
Ty Construction U-value Or HTM Area 012) Load Area OF) Load
number BluMPL-9 Btuftgg or perimeter (fl) Btuh) or perimeter (A) BWh)
Heat Cool Gross N/P/S Heat Cool Gross N/PIS Heat Cool
6 12B-09w
4A5-2om
4A5.2om
0.097
0.550
0.550
n
n
n
2.46
13.97
13.97
2.83
13.40
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
4A5-2om
485.21m
0.550
0.540
n
n
13.97
13.71
13.40
13.69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A-4ocs
4A5-2om
4A5.2om
0143
0.540
0.550
n
n
n
3.63
1371
1397
2.91
13.69
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
11D0
0.550
0.390
n
n
1397
9.90
13.40
12.31
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
v 12B-Os6v
4A5.2om
4A5.2om
0 097
0.540
0.550
a
a
a
2.46
13.71
13.97
2.83
30.66
28.33
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
G
VLG
W 13A-4ocs
12B-09ry
0.143
0.097
a
s
3.63
2.46
2.91
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5.2om
13A-4ocs
4A5.2om
0.550
0.143
0.550
s
s
s
13.97
3.63
13.97
13.62
2.91
13.67
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0T-G
4A5-2om
4A5.2omd
12B-0sw
0.550
0.580
0.097
s
s
w
13.97
14.73
2.46
13.40
14.42
2.83
0
0
117
0
0
109
0
0
268
0
0
308
0
0
0
0
0
0
0
0
0
0
0
0
4B5.2fm
13A-4ocs
0.540
0.143
w
w
13.71
3.63
30.66
2.91
8
0
0
0
110
0
245
0
0
0
0
0
0
0
0
0
4A5.2om
12C-Osw
0.540
0.091
w 1371
2.31
29.41
1.52
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0P
L-D 11 DO 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
C 16CR-30ad 0032 0.81 1.44 123 123 100 177 125 125 102 181
F 19A-Obscp 0.295 2.81 2.00 0 0 0 0 0 0 0 0
F 19C-19cscp 0.049 0.43 0.31 114 114 49 35 3 3 1 1
F 22A-qxn 1.180 29.96 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 104 2
Emelope loss/gain 527 869 1031 179
12 a) Infiltration 137 51 0 0
b) Room venbtation 0 0 0 0
13 Internal gains Occupants 230 0 0 0 0
Applianoes/other 0 0
Subtotal (lines 6Io 13) 664 920 1103 179
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 93 101 103 179
14 Subtotal 758 1021 0 0
15 Dud loads 1 199/6 27°/6 145 278 19% 27% 0 0
Total room load I 1 9031 1299 0 0
Air required (dm) 51 71 0 0
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
i
f wrlgF eeolt- 2018-Apr-1211$037
Flight-SuteOUriversal201818011RSU16202 Page15 1243WellirgtonARHGRexwDoorOpMbth-Nrcp Calc=
M18 House faces: N
Duct System Summary Job: Lot243 Wellington ARHG
wrightsoft• ... y Date: 12-18-2014
Entire House By: MURI
One Stop Cooling and Heating
7225 Sardscove Ct Sute 1, W irter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.0neStopCoolirg.com Lloerse: CAC032444
For: Park Square Homes
2649 Green Swallow Way, Sanford, FL
External static pressure
Pressure losses
Available static pressure
Supply / return available pressure
Lowest friction rate
Actual air flow
Total effective length (TEL)
Heating
0.50 in H2O
0.16 in H2O
0.34 in H2O
0.268 / 0.072 in H2O
0.135 in/100ft
1567 cfm
251
Supply Branch Detail Table
Cooling
0.50 in H2O
0.16 in H2O
0.34 in H2O
0.268 / 0.072 in H2O
0.135 in/100ft
1567 cfrn
Name
Design
Btuh)
Htg
Cfm)
Clg
Cfm)
Design
FR
Diam
in)
H x W
in)
Duct
Mati
Actual
Ln (ft)
Ftg.Egv
Ln (ft) Trunk
BED2 h 3942 224 134 0.135 8.0 Ox 0 VIFx 43.2 155.0 st3
BED3 c 2140 80 117 0.198 6.0 Ox 0 VIFx 20.4 115.0 st4
BED4 c 1912 86 104 0.200 6.0 Ox0 VIFx 19.2 115.0 st4
BED5 c 1914 86 104 0.169 6.0 Ox0 VIFx 38.2 120.0 st5
BTH2 h 884 50 36 0.141 4.0 Ox 0 VIFx 40.2 150.0 st3
BTH3 c 124 4 7 0.215 4.0 Ox 0 VIFx 14.6 110.0 st4
CAFE h 3029 172 104 0.190 8.0 Ox 0 VIFx 15.7 125.0 SO
DROP h 700 40 34 0.171 4.0 Ox0 VIFx 26.7 130.0 SO
FAMILY c 2307 122 126 0.136 6.0 Ox 0 VI Fx 41.4 155.0 st3
FLEX h 3825 218 129 0.181 8.0 Ox 0 VIFx 17.7 130.0 SO
GAME c 2665 73 145 0.163 8.0 Ox 0 VI Fx 39.8 125.0 st5
Krr c 2176 77 118 0.191 5.0 Ox 0 VIFx 10.2 130.0 st1
LDRY c 1024 42 56 0.189 4.0 Ox 0 VIFx 16.7 125.0 SO
LIN c 217 11 12 0.211 4.0 Ox 0 VIFx 11.8 115.0 st4
MBED c 1515 66 82 0.171 5.0 Ox 0 VIFx 36.9 120.0 st5
MBED•A c 1515 66 82 0.169 5.0 Ox 0 VIFx 38.1 120.0 st5
MBTH c 1299 51 71 0.176 4.0 Ox 0 VIFx 32.6 120.0 st5
M1-0I c 68 2 4 0.180 4.0 Ox 0 VIFx 29.1 120.0 st5
MWIC c 317 13 17 0.177 4.0 Ox 0 VIFx 31.2 120.0 st5
PAN h 278 16 12 0.196 4.0 Ox 0 VIFx 11.7 125.0 SO
TOIL c 459 19 25 0.220 4.0 Ox 0 VIFx 11.5 110.0 st4
WIC3 h 585 33 32 0.202 4.0 Ox 0 VIFx 17.5 115.0 st4
WIC4 C 291 15 16 0.201 4.0 Ox 0 MFx 18.0 115.0 st4
wrightsoft' 2018-Apr-12 115039
W w..,. .. Right-Sute®Uriversal201818.0.11 RSU16202 Page 1
t 243 W ellirgtonA RHG FlexwDoor OpMbth- N.np Calc = MJ8 Fbise faces: N
Supply Trunk Detail Table
Trunk Htg Clg Design Veloc Diam H x W Duct
Name Type Cfm) cfm) FR fpm) in) in) Material Trunk
st1 PeakAVF 962 749 0.135 689 16.0 0 x 0 VinlFlx
st4 PeakAVF 247 312 0.198 706 9.0 0 x 0 VinIFIX st2
st2 PeakAVF 605 818 0.163 765 14.0 0 x 0 VinIFIX
st3 PeakAVF 397 296 0.135 506 12.0 0 x 0 VinIFIX st1
st5 PeakAVF 358 506 0.163 644 12.0 0 x 0 VInIFIX st2
Return Branch Detail Table
Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct
Name Size (in) cfm) cfm) ft) FR fpm) in) in) Opening (in) Mad Trunk
rb3 Ox 0 86 104 53.3 0.135 531 6.0 Ox 0 VIFx
rb2 Ox 0 519 714 32.1 0.225 667 14.0 Ox 0 VIFx
rb1 Ox 0 962 749 49.6 0.145 689 16.0 Ox 0 VIFx
wright5oft' 2018-Apr-1211$099
i9CiCiP
Right-SUte®Uriversal201818.0.11 RSU16202 Page 2
1243WellingtonARHGRexwDoorOpMbth-Nrup Calc=MR Horse faces, N
9
Static Pressure and Friction Rate Job: Lot 243Wellington ARHG... wri
htsoft Date: 12-18-2014 Entire
House By- MC/RI One
Stop Cooling and Heating 7225
Sardscove Ct. Suite 1, Wirter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopGoofirg.com Licerse- CAM32444 Project• •
For:
Park Square Homes 2649
Green Swallow Way, Sanford, FL Available
Static Pressure Heating
Cooling in
H2O) in H2O) External
static pressure 0.50 0.50 Pressure
losses Coil
0 0 Heat
exchanger 0 0 Supply
diffusers 0.03 0.03 Return
grilles 0.03 0.03 Filter
0.10 0.10 Humidifier
0 0 Balancing
damper 0 0 Other
device 0 0 Available
static pressure 0.34 0.34 Total•
Supply
Return ft)
ft) Measured
length of run -out 13 18 Measured
length of trunk 30 0 Equivalent
length of fittings 155 35 Total
length 198 53 Total
effective length 251 Friction
Heating
Cooling in/
100ft) in/100ft) Supply
Ducts 0.135 OK 0.135 OK Return
Ducts 0.135 OK 0.135 OK Fitting
Equivalent LengthDetails Supply
4X--35, 11 A=20, 11 G=5, 11 G--5,11 A=20, 11 L=25, 11 Gam, 1 A=35,11 Gam: Total EL=155 Return
6M=20, 5E1=10, 11 G=5: TotalEL--35 C _
rk wrightsoft' 2018-Apr-12115039 W .. ..
Righ-Stite®Uriversal 201618.0.11 RSU16202 Page 1 1243
W ellirgtonA RHG FlexwDoor OpMbth- N np Calc - M.18 House faces: N
Level 1
W
Ml Iils-
I J 10x10 1 lil I I=
I j 3 •0
QOx10
cfm B
i /
3
w w
wa
GARAGE O
BED_2; In
HALL1 O O
jt-dD —
8^
lox.10-6—
4" 8x4
40chn /
T
a 6 ^
DROP
o1
1 LL FBB2 I,
oa
STR1 i
FAMILY — 4bx6 ------ - - - - - :
TFO'
L - -
ER
II 12" 1202
1Ox6
x4
10" ^`r 4 LL
II
118cfm -
ice--rt QD 0 3 1
12x12
KIT — PAN i l
4" d8x4
10x10 56chn
172cfm \ FLEX
i
FB131 - - II 8" •
Ai I g U 1
I t6 ------- - 10x101
CAFE ,
µ{,,
LL LL j rO,J
µ,
LL
I
RV VTW DV VTW
J b 243 W II" t A RHG FI Do . of a mg on exw ... One Stop Cooling and HeatingPerformedbyMGRIfor:
Park Square Homes 7225 Sandscove Ct. Suite 1
2649 Green Swallow Way Winter Park, FL 32792
Sanford, FL Phone: (407) 629 - 6920 Fax: (407) 629 - 9307
www.OneStopCooling.com
It:
0
Scale: 1 : 98
Page 1
Right -Suit& Universal 2018
18.0.11 RSU16202
2018-Apr-13175637
nA RHG FlexwDoor OpMbth - Nap
Level 2
MHALL
M TH
8 ---- -- - - 1
10x6-------------
l7cfm
EF1 VBx4
TR
10x6 i
82 cim BED5 \
L 40I
i MBED' _
MT
MWIC ;
10x1
i d -- ----
EF1 VTR 5" i 4
c(m lox
10 8x4 x
12l _ —10x6- - - STR2 --
10 x 10 82 cfm 10x10
I 3
08 RA I 10x10 BEDS GAME
11 7cfm- 10
0 1
HALL2 8x p \ 10x6cfm 7c-ZONE DAMPER EF1
VTR 16" DAMPER 1ST FLR e; 12 4 1 B I6" 14" DAMPER 2ND FLR I
12" BYPASS O
j0x10 4" 6= "
9" BEN // '
p
Riser J i '8x4 I /
f. - 25cfm ------- i 104ctm /
6^ - R B1 I
4"
t
8x4
Qro-
33
cfm 4
WIC3 cxfrn
t EF1 VTR Job #:
Lot 243 Wellington A RHG FlexwD... One Stop Cooling and Heating PerformedbyMGRIfor: Park
Square Homes 7225 Sandscove Ct. Suite 1 2649
Green Swallow Way Winter Park, FL 32792 Sanford,
FL Phone: (407) 629 - 6920 Fax (407) 629 - 9307 www.
OneStopCooriirig.com Scale:
1 : 98 Page
2 Right -
Suite® Universal 2018 18.
0.11 RSU16202 2018-
Apr-13175637 nA
RHG FlexwDoor OpMbth - Nntp
1:
rO
4fO,W e"",
RECORD COPY
DESCRIPTION AS FURNISHED: Lot 243, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93
through 102 of the Public Records of Seminole County, Florida.
PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation);
Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title
Insurance Fund; Bank of America
LOT 244 LOT 245
i
N 89043' 03" Eh
78.14'
GOGO
I
I
29.80' 29.80'
I
LOT 243
10.00'
hr`ll I LANAI
28.14'
26.7'
I W
W I
I L oH
51 O
O o I
O PROPOSED RESIDENCE CO
LOT 242OaO
o O I
O
WELLINGTON - A o
GARAGE RIGHT
o OOI
O A/C
6.50'
I a$ To5.3' v Eo
28.14'
14.7' N ( ° M`
o ENTRY
O 13.3' `o — 0 p
E
I 20. 0' moo, (- <, vM_ a Q'
DRIVE oLl (D CL
a•EO
35.6 7' L ) C .Q _
V1 d
25.2 5.20' 1 =
MU CL
D=90D00'00"
10' UTIL. ESMT. C •0 >
u° ° ry
ti
R=25.00'
ti.
L= 3 9.2 7'
WALK
po 3
C=35.36
CB=N 45D 16' 57" W cuRe
N 89043' 03" E (B.B.)
SETBACKS AS FURNISHED 53. 14'
FRONT - 25'(•)
REAR =
SIDE - 5' (40' LOT) CREEN XAIL 0 Tr TVA Y7.5(60' LOT) S
10' (75' LOT)
SIDE STREET = 25' (60' & 75' LOT) 50' PRIVATE R/W)
15' (40' LOT)
25' FRONT SETBACK CAN BE REDUCED PLOT PLAN ONLY
TO 20' ON CERTAIN LOTS. NO MORE THAN
2) IN SUCCESSION AT 20' AND A MINIMUM PLOT PLAN AREA CALCULATIONS NOT A SURVEY
OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 8,852 t SQUARE FEET
PROPOSED = FINSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET FLATWORK
PER DRAINAGE PLANS G DRIVE 4031 110- 513 t SQUARE FEET FOUNDATION/PAD 2,001 t SQUARE FEET
v- = PROPOSED DRAINAGE FLOW v0 WALKS 391 1,040 1,079 > SQUARE FEET REAR PATIO 178 f SQUARE FEET
DECK 101 SQUARE FEETLOTGRADINGTYPEA \ OQO SOD 6,1111 1,135 - 7,246 f SQUARE FEET POOLT DECKCH N/A f SQUARE FEET
PROPOSED F.F. PER PLANS = 25.2' Q NOTE., FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PUNS PROVIDED BY CLIENT • NOT FIELD VERIFIED
CRUSEYWEYL'R-SCOTT KEG ASSOC, INC. - LAND SURVEYORS
LEGCND - LEGEND -
5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436
P . PLAT PDL • POINT ON LINO
r • FIELD TYP. . TYPICAL NOTES:
1P. • IRDN PIPE PRC. • POINT OF REVERS[ CURVATURE
IA •IRON ROD PCC. POINT DF COMPOUND CURVATURE 1. THE UNDERSICNEO GOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY ME FLORIDA BOARD OF
PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER SJ-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027. FLORIDA STATUES
C.N. CONCRETE NLIIHCNT RA. •
NON-RRADIAADIALSETI.R. IR. •' A396 NR. NON -RADIAL
W.P. • WITNESS POINT
2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID.
J. THIS SURVEY WAS PREPARED FROM TITLE WiDRMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONSREC. • RECOVER[DRE
PA.B. • POINT OF BEGINNING CALL. • CALCULATED
P.O.C. POINT OF COMMENCEMENT PRJL • PERMANENT REFERCNCE MONUMENT
OR CASEMENTS THAT AFFECT THIS PROPERTY.
4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN.
t CENTERLINE FF. FLNISHED FLOOR CLEVAtI@1
NLD NAIL L DISK BSL • BUILDING SETBACK LINE
ILL •BENCHMARK
5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RCUED UPON BY ANY OTHER ENTITY.
6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HE SHOULD NOT BE USED i0 RECONSTRUCT BOUNDARY ONES.
Riv RIGHT-OF-VAY
ESMT. CASEMENT 1.1. BASE BEARING 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (e.g.)
DRAIN. DRAINAGE 6, ELEVATIONS. IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED.
UTIL. UTILITY
CLFC. CHAIN LINK rENCE
P. CERTIFICATE OF AUTHORIZATION No. 4596.
VDFC. • VOOD FENCE
C.B • CDNCRETE ILOCK SCALE I- 1• 20 DRAWN BY: •••
P.C. •POINT OF CURVATURE
P.T. • POINT OF TANGENCY DATE ORDER N.
CERTIFIED PY:—.........._.
DESC. DESCRIPTION
R RADIUS PLOT PUN 04-03-2018 2024-18
L • ARC LENGTH
D • DELTA
C • CHORD
C.B. CHORD SEARING
NORTH
fTHISOUILDINC\PROPERTY DOES NOT LIE WITHIN
THE ESTABLISHED 100 YEAR FL000 PLANE AS PER FIRM' TO USENM/// R,S./ 4714
JAM SCOTT R.L.S / 4B01
ZONE •X' MAP / I2117COO90 F (09-28-07)
Or
A ff I -ram • L oA RECORD COPY
Filename: PARK SQUARE WELLINGTON 3,075SF.rrr
Lighting and Small Appliance/Laundry Circuits
Floor Area SmAppNo LaundNo Line Neutral
3075 2 1
Lighting Summary Standard 6,754 6,754
Optional 13,725 6,754
Ranges & Ovens
Range No. No? Nameplate Line Neutral
1 1 8000
2 0 0
3 0 0
flange/Oven Summary Standard 6,400 4,480
Optional 8,000 4,480
Dryers-----------------#-'-8-= ---5- ------
Dryer No. No? Nameplate Line Neutral
1 5000-------
OLD,,2 0
3 0
Dryer Summary Standard 5,000 3,500
Optional 5,000 3,500
Heating and Cooling: Actual Number = 2
Name M? Ph No Amps Volts VA HP Line Neutral
1 M 1 1 14.0 240 3,360 01M112.0 240 480 01M115.0 240 1,200 011111424013,360 0M1114.0 240 3,360 02M112.0 240 480 02M115.0 240 1,200 021111424013,360 0Heat/Cool Summary Standard 16,800 0
Optional 16,800 0--------------------------------- P ____
Fixed Appliances: Actual Number = 6 •
Name M? Ph No Amps Volts ---- VA HP Line Neutral
DISP 1 1 120 600 600 600DISH1112012001,200 1,200MICRO1112012001,200 1,200WH1118.5 240 4,440 0OPTPOOL11102402,400 0OPTPOOLHEAT11312407,440 0FixedApplianceSummaryStandard12,960 2,250
Other Appliances: Actual Number = 0
Optional 17,280 2,250
NameM? Ph No Amps Volts VA HP Line Neutral Other
Appliance Summary Standard 0 Optional
0 0
i
0
25% of Max Motor:
Line is Std Only; Neutral for Both
Maximum Phase Amps Volts
1 14 240
Heat/Cool Phase Amps Volts
1 14 240
Fixed Appl. Phase Amps Volts
0
Other Appl. Phase Amps Volts
0
Max Motor Summary
Standard Only 840 0
SUMMARY
Standard Line Neutral
Total Total = 48,754 16,984
Maximum Amperage = 203 71
Service Voltage = 240 Service Phase = 1
Optional Line Neutral
Total Total = 40,402 16,984
Maximum Amperage = 168 71
Service Voltage = 240 Service Phase = 1
Q9 Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek
RECORD COPY
RE: PSQ3096A-T - Park Sq. Hms./ WELLINGTON - 3096-A MiTek USA, Inc.
Site Information:
6699a04 Parrke33East Blvd.
Customer Info: PARK SQUARE HMS. Project Name: PSQ3096A-T Model: WELLTgbAL3096-A)'RAY Lot/
Block: 243 Subdivision: WYNDHAM PRESERVE 60' Address:
2649 GREEN SWALLOW WAY City:
SANFORD State: FLORIDA Name
Address and License # of Structural Engineer of Record, If there is one, for the building. Name:
License #: Address:
City:
State: General
Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading
Conditions): Design
Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind
Code: ASCE 7-10 Wind Speed: 140 mph Roof
Load: 40.0 psf Floor Load: 55.0 psf This
package includes 63 individual, dated Truss Design Drawings and 0 Additional Drawings. With
my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms
to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo.
I Seal# Truss Name I Date I No. I Seal# Truss Name 14/6/18 Date
1
1 T13714602 14CJ1 4/6/18 112 IT13714613 I CJ3 12
IT1371460314CJ3 14/6/18 113 IT13714614 I CJ3T 14/6/18 13
IT13714604 14J5 14/6/18 114 IT13714615 I CJ5 14/6/18 4
IT13714605 14KJ5 4/6/18 115 IT13714616 I CJ5T 4/6/18 5
1 T13714606 1A1 4/6/18 116 1 T13714617 ID1 4/6/18 16
IT13714607IA2 14/6/18 117 1T137146181D2 14/6/18 17
1T13714608161 14/6/18 118 1T137146191E1 14/6/18 18
I T13714609 162 14/6/18 119 I T13714620 I E2 14/6/18 19
IT13714610 I C1 14/6/18 120 I T13714621 I E3 14/6/18 110
I T13714611 I C2 14/6/18 121 I T13714622 I E4 14/6/18 I I11
IT13714612 I CJ1 14/6/18 122 I T13714623 I E5 14/6/18 I 1
g- 2259 0\_
DI/yG SANFORD
2
OFpAR.
G This
item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed
copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies
The
truss drawing(s) referenced above have been prepared by MiTek USA,
Inc. under my direct supervision based on the parameters provided
by Mid -Florida Lumber Acquisitions, Inc.. Truss
Design Engineer's Name: Lee, Julius My
I icense renewal date for the state of Florida is February 28, 2019. IMPORTANT
NOTE: The seal on these truss component designs is a certification that
the engineer named is licensed in the jurisdiction(s) identified and that the designs
comply with ANSI/TPI 1. These designs are based upon parameters shown (
e.g., loads, supports, dimensions, shapes and design codes), which were given
to MiTek. Any project specific information included is for MiTek's customers file
reference purpose only, and was not taken into account in the preparation of these
designs. MiTek has not independently verified the applicability of the design parameters
or the designs for any particular building. Before use, the building designer should
verify applicability of design parameters and properly incorporate these designs into
the overall building design per ANSI/TPI 1, Chapter 2. 00
1111111"1,' i`%%
v1.
lU S OFF ,i C
E N'SF•. to No
34869 STATE
OF : 4/Z pR•.=.
S/
O N AL E?• III11111{
j1, Jullus
Lee PE No.34869 MITek
USA, Inc. Fl. Cert 6634 6904
Perko East Blvd.,Tampe FL 33610 Date:
April
6,2018 Lee,
Julius 1 of2
RE: PSQ3096A-T - Park Sq. Hms./ WELLINGTON - 3096-A
Site Information:
Customer Info: PARK SQUARE HMS. Project Name: PSQ3096A-T Model: WELLINGTON 3096-A / TRAY
Lot/Block: 243 Subdivision: WYNDHAM PRESERVE 60'
Address: 2649 GREEN SWALLOW WAY
City: SANFORD State: FLORIDA
INo. ISeal# ITruss Name Date
23 IT13714624 I E6 4/6/18 I
124 IT13714625 I E7 14/6/18 I
25 IT13714626 I E8 4/6/18
26 IT13714627 I E9 4/6/18
27 T13714628 I E10 4/6/18
128 IT13714629 I F1 14/6/18 I
129 IT13714630 I F2 14/6/18 I
130 IT13714631 I F3 14/6/18 I
131 IT13714632 I F4 14/6/18 I
132 IT13714633 I F5 I4/6/18 I
33 IT13714634 I F6 4/6/18 J
134 IT13714635 I F6A 14/6/18 I
135 IT13714636 I F6C 14/6/18 I
136 IT13714637 I F7 14/6/18 I
137 IT13714638 I F8 14/6/18 I
138 IT13714639 I F8A 14/6/18 I
39 IT13714640 I F9 4/6/18
40 IT13714641 I FT1 4/6/18
141 IT13714642 I FT2 14/6/18 I
142 IT13714643 I G1 14/6/18 I
43 IT13714644 JG2 1416118
144 IT13714645 I G3 14/6/18 I
45 IT13714646 I G4 4/6/18
46 IT13714647 JG5 4/6/18
147 IT13714648 I G6 14/6/18 I
148 IT13714649 I H1 14/6/18 I
149 IT13714650 I J5 14/6/18 I
150 IT13714651 I J7 14/6/18 I
151 IT13714652 I RT I4/6/18 I
152 IT13714653 I KJ5 14/6/18 I
153 IT13714654 I KJ7 4/6/18
154 IT13714655 I KJ7T I4/6/18 I
155 IT13714656 I KJ68 14/6/18 I
156 IT13714657 I L1 14/6/18 I
157 IT13714658 I L2 14/6/18
158 IT13714659 I L3 _14/6/18
59 IT13714660 I L4 4/6/18
160 IT13714661 I M1 14/6/18 1
161 IT13714662 I M2 14/6/18 1
162 IT13714663 I N1 14/6/18
163 IT13714664 I V1 14/6/18 1
2 of 2
Job Truss Truss Type Park Sq. Hms / WELLINGTON - 3096-AAtyPly T13714602
PS03096A-T 4CJ1 JACK 1
Job Reference (optional)
Mid-Flonda Lumber, Bartow, FL.
rA 1
8 130 s Mar 11 2018 MiTek Industries, Inc. Fn Apr 6 13:49.20 2018 Page 1
ID emwhR10vL27 4p7vpZM3zHy31Yx-TJSLCoMpTbBRwGtx5nToP7WDPwLZNGy2kcgjADzTDFD
1-0 0i 1-M
1-M 1-M
2x4 =
Scale a 1.6.1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 008 Vert(LL) -0 00 2 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1 25 BC 0.01 Vert(CT) -0.00 2 >999 160
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2017frPI2014 Matrix-P Wind(LL) 0.00 2 " * 360 Weight: 5 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No 2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=-9/Mechanical, 2=137/0-7-8, 4=9/Mechanical
Max Horz 2=34(LC 6)
Max Uplift 3=-9(LC 1). 2=-100(LC 6)
Max Grav 3=14(LC 6), 2=137(LC 1), 4=19(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
NOTES- (6)
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. It: Exp B; Encl..
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone,C-C for members and forces S MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1 60
2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Juliue Lee PE No.11869
MITek USA, Inc. FL Ced 6634
6904 Parke East Blvd. Tamps FL 73610
Date:
April 6,2018
QWARNING - Vrlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. /0n12/201e BEFORE USE.
Design valid for use only with MITek® connectors, This design Is based only upon parameters shown, and b for an Individual building component, not '•
a truss system Before use, the building designer must vent' the applicability of design parameters and property Incorporate this design Into the overall
bullding design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary end permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tamps, FL 36810
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714603
PS03096A-T 4CJ3 JACK 4 1
Job Reference (optional)
Mid -Florida Lumber. Bartow, FL 8.130 s Mar 11 2018 MiTek Industries. Inc. Fri Apr 6 13 49:20 2018 Page 1
ID:emwhR10vL27 4p7vpZM3zHy31Yx-TJSLCoMpTb8RwGtx5nToP7WDowKONGy2kcgjADzTOFD
1-0-0 3-0-0
2x4 =
LOADING (par) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.00 2A 999 240
TCDL 10.0 Lumber COL 1.25 BC 008 Vert(CT) 0 01 2-4 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.00 2 360
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=59/Mechanical, 2=203/0-7-8, 4=26/Mechanical
Max Horz 2=63(LC 6)
Max Uplift 3=-46(LC 10). 2=-116(LC 6)
Max Grav 3=59(LC 1), 2=203(LC 1), 4=53(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = V9 4
PLATES GRIP
MT20 244/190
Weight: 11 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES- (6)
1) Wind, ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, Cat. II; Exp B; Encl..
GCpl=O 18. MWFRS (envelope) gable end zone and C-C Exterior(2) zone,C-C for members and forces 3 MWFRS for reactions
shown; Lumber DOL=1 60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except 01=1b)
2=116
6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Las PE No. U869
MiTek USA, Inc. FL Cart 6634
6904 Parks Eat Blvd. Tampa FL 93610
Date:
April 6,2018
Q WARNING - Verify daalgn parameters end READ NOTES ON PUS AND INCLUDED M/TEK REFERENCE PACE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MlTekm connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not '•
a truss system Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing indicated is to prevent buckling of indlvldual truss web endlor chord members only. Additional temporary and permaront bracing MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Critaris, DSB-59 and BCSI Building Component 6904 Parke East Blvd
Safety Inlonnatlon available from Truss Plate Institute. 218 N Lee Street-Sube 312. Alexandria, VA 22314. Tampa, FL 36610
Job
TIJ
Truss Type Qty Ply Perk Sq. Hms./ WELLINGTON - 3096-AT13714604
PSQ3096A-T JACK 2 1
Job Reference (optional)
Mid-Flonda Lumber, Banow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc Fri Apr 6 13 49:21 2018 Page 1
I D.6yU3fM 1 X6LFriyZ5N HII Wy3IYw-xVOjP8NREuGIYQR8eV_ 1 yL3KbKdQ6jBBzGPHjfzTQFC
1-0-0 5.0-0
1-0-0 5-M
2x4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 037 Ven(LL) 0.03 2-4 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) 0.05 2-4 999 180
BCLL 00 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017rrPI2014 Matrix-P Wind(LL) 000 2 360
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=128/Mechanical, 2=275/0-7-8, 4=46/Mechanical
Max Horz 2=93(LC 6)
Max Uplift 3=-92(LC 10). 2=-134(LC 6)
Max Grav 3=128(LC 1), 2=275(LC 1), 4=93(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale = 1.12.7
PLATES GRIP
MT20 244/190
Weight: 17 Ito FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins
BOT CHORD Structural wood sheathing directly applied or 1D-0-0 oc bracing.
NOTES- (6)
1) Wind ASCE 7-10, Vult=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp 8; Encl..
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for reactions
shown; Lumber DOL=1 60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except O1=lb)
2=134
6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34869
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Temps FL 33810
Date:
April 6,2018
WARNING - Verify daslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
e truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall
bu8ding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems, we ANSVTPI1 Quality Crttorla, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tamps, FL 36610
Job Truss Truss Type oty Ply Park Sq Hms / WELLINGTON - 3096-A
T13714605
PS03096A-T 4KJ5 MONO TRUSS 2 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13 49.21 2018 Page 1
ID 6yU3fM1X6LFrtyZ5NHIIVVy31Yw-xVOjP8NREuGIYOR8eV_lyL3DIKYC6jBBzGPHjfzTOFC
1-5-0 3-11-10 _ 7.0-14
J." 3-11-10 3-1-4
5
2
3x4 =
2.82 12
Scale = 1:15.8
7-014 LOADING (
psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL
200 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.12 2-4 >666 240 MT20 244/190 TCDL
10.0 Lumber DOL 125 BC 0.62 Vert(CT) -0.23 2-4 >346 180 BCLL
00 Rep Stress Incr NO WB 0 00 Horz(CT) -0.00 3 n/a n/a BCDL
10.0 Code FBC2017rTP12014 Matrix-P Wind(LL) 0.00 2 "" 360 Weight: 24 lb FT = 0% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 7-0-14 oc purlins. BOT
CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 1 D-0-0 oc bracing. REACTIONS. (
lb/size) 3=229/Mechanical, 2=27110-7-8. 4=81/Mechanical Max Horz 2=
104(LC 4) Max Uplift 3=-
211(LC 8), 2=-160(LC 4) Max Grav 3=
229(LC 1), 2=271(LC 1), 4=148(LC 3) FORCES. (lb) -Max.
Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- (7) 1)
Wind: ASCE
7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp B; Part. Encl., GCpi=0.55;
MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss
has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss
has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between
the bottom chord and any other members. 4) Refer to
girder(s) for truss to truss connections. 5) Provide mechanical
connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b) 3=211, 2=
160. 6) In the
LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) Truss is
designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. LOAD CASE(S)
Standard 1) Dead + Roof
Live (balanced), Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf)
Vert 1-5=
60 Trapezoidal Loads (plf)
Vert: 5=0(
F=30, B=30)-to-3=-106(F=-23, B=-23), 2=-2(F=9, B=9)-to-4=-35(F=-8, B=-8) This item has
been electronically signed and
sealed by Lee,
Julius, PE using a Digital
Signature. Printed copies of
this document are not
considered signed and sealed
and the signature must be
verified on any electronic
copies. Julius Lee PE
No. 34669 MTsk USA, Inc.
FL Cart 6634 6904 Parke Ent
Blvd. Tampa FL 33610 Date: April 6,
2018
WARNING - Verify dsslgn
paramefan and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 — 10=12015 BEFORE USE. Design valid for
use only with MITskO connectors This design is based only upon parameters shown, and Is for an Individual building component, not • a truss system.
Before use, the building designer must verify the epplkability of design parameters and properly Incorporate this design Into the overall building design, Bracing
Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k' is always required
for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the f abric" ion,
storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety :on available
from
Truss
Plate Institute. 218 N. Lee Street. Suits 312. Alexandria. VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714606
PSQ3096A-T Al GABLE 1 1
Job Reference (optional
Mid-Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc Fn Apr 6 13:49.22 2018 Page 1
ID:6yU3fM1X6LFriyZ5NHtlWy3lYw Phe5dUO37CO99aOKCCWGUYrZyklYrAXLCw9gF5zTQFB
1-0-0 10-M _ _t— _ 20-M , 21-0-0 t
1-0-0 i 10-" 10-M I.0
Stale = 1:36.4
4x4 =
3x4 = 22 21 20 19 18 17 16 15 14 3x4 =
1x4 II 1x4 II 1x4 II 1x4 II 5x5 = 1x4 II 1x4 II 1x4 II 1x4 II
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.08
TCDL 10.0 Lumber DOL 1 25 BC 0.04
BCLL 0.0 Rep Stress Incr NO WB 0 06
BCDL 10.0 Code FBC2017(TPI2014 Matrix-R
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
OTHERS 2x4 SP No.3
DEFL. In (loc) Udefl L/d PLATES GRIP
Vert(LL) -0.00 13 n/r 180 MT20 244/190
Vert(CT) -0 00 13 n/r 80
Horz(CT) 000 12 n/a n/a
Weight: 101 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 20-0-0.
lb) - Max Horz 2=106(1_C 11)
Max Uplift All uplift 100 lb or less at joint(s) 2, 12. 19. 20. 21, 22, 17, 16. 15, 14
Max Grav All reactions 250 lb or less at joint(s) 2, 12, 18. 19. 20, 21, 22. 17, 16, 15, 14
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES- (9)
1) Unbalanced roof live loads have been considered for this design.
2) Wind ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, Cat. II, Exp B; Encl ,
GCpi=0.18, MWFRS (envelope) gable end zone and C-C Exterior(2) zone,C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2-0-0 oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12, 19, 20, 21.
22, 17, 16, 15. 14.
9) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
lQ
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34E69
Wall: USA, Inc. FL Cert 6634
6904 Parke East Blvd, Tampa FL 3380
Date:
April 6,2018
Q WARNING - Verify design paramoters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 row. 10/03/2015 BEFORE USE.
Design valid for use only with MITek® connectors, This design Is based only upon parameters drown, and Is for an Individual building component, not •
truss system Before use, the bullding designer must verity the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of individual truss web end/or chord members only. Additional temporary and permanent bracing M iTe k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of tnrsses and truss systems, see ANSVTPI1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Insthute, 218 N Lee &real. Suite 312, Mexandds, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714607
PSQ3096A-T A2 QUEENPOST 2 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13:49:23 2018 Page 1
ID a82Rs129sfNIK681x_OX2iy31Yv-tu8TgpOhmWWOnkbWmwl V1m8es8ClaaMUQauOnXzTQFA
1-0-0 , 5-3-4 10-0-0 14.8.12 _ r 20-M , 21-0-0 ,
1-0-0 5-3-4 4.8-12 4-8-12 5-3-4 1-01
Scale = 1.35.3
4x4 =
1$
3x4 = 3x4 =
5x8 =
10-M 20-0-0 I
Plate Offsets (X Y)— 12 0-0-8 Edgel 16:0-0-8 Edgel 18:0-4-0 0-3-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) gdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0 15 2-8 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1 25 BC 0.75 Vert(CT) 0.31 6-8 753 180
BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(CT) 0.03 6 n/a n/a
BCDL 10.0 Code FBC2017/rP12014 Matrix-R Wind(LL) 0.04 2-8 999 360 Weight: 89 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=85410-7-8, 6=854/0-7-8
Max Horz 2=-106(LC 15)
Max Uplift 2=-275(LC 10), 6=-275(LC 11)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 2-3=1256/571, 3-4=-957/443, 4-5=957/443, 5-6=-1256/571
BOT CHORD 2-8=-391/1069, 6-8=-391/1069
WEBS 3-8=-333/257, 4-8=182/561, 5-8=-333/257
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-10-2 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES- (6)
1) Unbalanced roof live loads have been considered for this design.
2) Wind, ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf, BCDL=3 Opsf; h=25ft, Cal. II, Exp B, Encl..
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=275, 6=275.
6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lis PE No. M869
Well: USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 6,2018
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA E MII-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MITsklb connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ,
truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal Injury end property damage. For general guidance regarding the
fabrication, storage, delivery erection and bracing or trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information avallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610
Job Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-AT13714608TBIUPSO3096A-T GABLE 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries. Inc. Fri Apr 6 13:49:24 2018 Page 1
ID,a82Rsi29sfNiK681x_OX2ry31Yv-M4h29PKXpetPuAiKdYkazhthXblJ2TdfEexJ zTOF9
1-0-0 3-11-4 7-4-0 10-8-12 74-M 15-8-0
1-0-0 3-114 3-4-12 3-4-12 3.11.4 1-0-0
Scale = 1:26.7
4x4 =
I$
3x4 = US = 3x4 =
LOADING (psi)
TCLL 20.0
TCDL 10.0
BCLL 00
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TPI2014
CSI.
TC 0.25
BC 0.57
WB 0.16
Matrix-R
DEFL. in floc) Udell Ud
Vert(LL) -0.05 6-8 >999 240
Vert(CT) -0 11 6-8 >999 180
Horz(CT) 002 6 n/a n/a
Wind(LL) 003 2-8 >999 360
PLATES GRIP
MT20 244/190
Weight. 77 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc puffins.
BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 9-0-6 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (Ib/size) 2=644/0-3-8, 6=644/0-3-8
Max Horz 2=81(LC 10)
Max Uplift 2=-305(LC 10), 6=-305(LC 11)
FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-929/606, 3-4=709/472, 4-5=-709/472, 5-6=-929/606
BOT CHORD 2-8=-427/792, 6-8=427/792
WEBS 3-8=-246/262, 4-8=207/417, 5-8=-246/262
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft; Cat. 11; Exp B; Part. Encl ,
GCpi=O 55, MWFRS (envelope) gable end zone and C-C Extenor(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) Gable studs spaced at 2-" oc.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has beenwillfitbetweenthebottomchordandanyothermembers
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) electronically signed and
2=305, 6=305. sealed by Lee, Julius, PE
8) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. U369
MiTek USA, Inc. FL Cert 66U
6904 Parke East Blvd. Tampa FL 33910
Date:
April 6,2018
Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01,1I1.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITekm connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not
e truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek'
is always required for stebildy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 end BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, Sude 312. Alexandria. VA 22314. Tampa, FL 36610
Job Truss Truss Type city Ply Perk Sq. Hms./ WELLINGTON - 3096-A
T13714609
PS03096A-T B2 QUEENPOST 3 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 a Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13:49:25 2018 Page 1
ID:3Lcg422odzVZxGjUVhvmawy3lYu-gGFDFVQyl7mjO2lvtK3z6BEIPxyM2 WrnuuNUsOzTOF8
2-5-72 5-10-8 9-3.4 13-2-8 14-2-8
2-5-12 3-4-12 3.4.12 3.11.4 1-M
4x6
T
4x4 =
0 3x8 = 3x4 =
3x4 =
Scale = 1 26 3
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 25 TC 0.96 Vert(LL) 0.06 5-7 999 240 MT20 244/190
TCDL 100 Lumber DOL 1.25 BC 0.48 Vert(CT) 0.14 5-7 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) 001 5 n/a We
BCDL 100 Code FBC2017rrP12014 Matrix-R Wind(ILL) 0.05 5-7 999 360 Weight: 61 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 8=514/Mechanical, 5=588/0-3-8
Max Horz 8=-122(LC 11)
Max Uplift 8=-234(LC 10), 5=282(LC 11)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-613/434, 2-3=554/395, 3-4=-578/406, 4-5=-798/543, 1-8=441/334
BOT CHORD 7-8=-224/473, 5-7=371/678
WEBS 3-7=-107/290, 4-7=246/266
Structural wood sheathing directly applied or 6.0-0 oc purlins,
except end verticals.
Structural wood sheathing directly applied or 9-7-3 oc bracing.
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Part. Encl.,
GCpi=0.55; MWFRS (envelope) gable end zone and C-C Exterlor(2) zone;C-C for members and forces & MWFRS for reactions
shown, Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads.
4) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
8=234, 5=282.
7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. =9
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 6,2018
Q WARNING - Verify dsslgn Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.
Design valld for use only with MITek® connectors This design Is based only upon parameters shown, and Is for an individual building component, not •
buss system Before use. the bullding designer must verily the applicability of design parameters and properly Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k'
la always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
isbricatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Critaris, DSB-89 and BCSI Building Component 6904 Parke East Blvd
safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 36610
Job Truss Truss Type Oly Ply Park Sq. Hmsd WELLINGTON - 3096-A
T13714610
PS03096A-T C1 MONO HIP 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow. FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn Apr 6 13:49:26 2018 Page 1
ID:3Lcg422odzVZxGjUVhvmawy3lYu-ISpcTrRa3RueeBK5R2aCfOm9cLJenygw7Y720szTOF7
1-0-0 5-0-0 8-0-0
1-0-0 5-0-0 3-0-0
4x8 =
2x4 =
1.5x4 II
4
3x4 =
Scale a 1.19.7
5-0-0 B-0.0
5-0-0 3.0-0
Plate Offsets (X.Y)— I3.0-5-0 0-2-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 25 TC 0.42 Vert(LL) -0 02 2-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 035 Verl(CT) -0.06 2-6 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(CT) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2017/rP12014 Matrix-P Wind(ILL) 001 6 >999 360 Weight: 38 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No 2 except end verticals.
WEBS 2x4 SP No 3 'Except' BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing
4-5 2x4 SP No.2
REACTIONS. (lb/size) 2=527/0-7-8, 5=549/Mechanical
Max Horz 2=132(LC 8)
Max Uplift 2=-183(LC 8). 5=-245(LC 5)
Max Grav 2=527(LC 1). 5=564(LC 18)
FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-580/165
BOT CHORD 2-6=-188/449, 5-6=185/459
WEBS 3-6=0/265, 3-5=-614/247
NOTES- (10)
1) Wind: ASCE 7-10, Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; Cat. 11; Exp B; Encl..
GCpi=0.18; MWFRS (envelope) gable end zone, Lumber DOL=1 60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) This item has been2=183, 5=245.
7) Girder carries hip end with 0-0-0 right side setback, 5-0-0 left side setback, and 5-0-0 end setback. electronically Signed and
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 268 lb down and 139 lb up at sealed by Lee, Julius, PE
5-0-0 on top chord The design/selection of such connection device(s) is the responsibility of others. using a Digital Signature.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or beck (B). Printed COpleS Of this10) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
document are not considered
LOAD CASE(S) Standard signed and sealed and the
1) Dead + Roof Live (balanced): Lumber Increase=l 25, Plate Increase=1.25 signature must be verified
Uniform Loads (plo on any electronic copies. Vert 1-3=60, 3-4=-101(F=-41), 2-5=34(F=14)
Julius Les PE No. 34869
Concentrated Loads (lb)
IAiTek USA, Inc. FL Carl 6631
Vert: 3=-175(F)
6904 Parks East Blvd. Tampa FL 33810
Date:
April 6,2018
Q WARNING - verify daslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MlTal10 connectors This design Is based only upon parameters shown, and Is for an individual building component, not •
truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7rPI1 Quality Criteria, DSB-ea and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tampa, FL 36810
Job Truss Truss Type Ory Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714611
PSQ3096A-T C2 MONO HIP 1
Job Reference (optional)
Mid -Florida Lumber, Barlow, FL 8 130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13:49:26 2018 Page i
ID 3Lcg422odzVZxGjUVhvmawy3lYu-ISpcTrRa3Ruae8K5R2aCfOmFILOknsAw7Y720szTQF7
1-0-0 3-5-12 6-5-0 6-0-0
1-0-0
1
3-5-12 { 2-11-4 1.7-0
4x8 = Scale = 1,23 2
1 5x4 I I
4 5
3x4 =
7x6 = 6.6 =6
I 3-5-12
3-5-12
8-5-0
2-111 1-7-0
Plate Offsets (X Y)— I4 0-5-0.0-2-01 f7 0-3-0 0-4-121
LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in floc) Udell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.06 2-7 >999 240 MT20 244/190
TCDL 100 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.12 2-7 >725 180
BCLL 0.0 Rep Stress Ina NO WB 0.53 Horz(CT) 0.00 6 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(ILL) 0.07 2-7 >999 360 Weight. 102 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins,
BOT CHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 6= 1 444/Mechanical, 2=1239/0-7-8
Max Horz 2=82(LC 8)
Max Uplift 6=551(LC 8), 2=-460(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1153/417, 3-4=-1073/383
BOT CHORD 2-7=-417/994, 6-7=402/1071
WEBS 4-7=-1030/2778,4-6=-2596/974
NOTES- (10)
1) 2-ply truss to be connected together with 10d (0 148"x3") nails as follows:
Top chords connected as follows. 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows, 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated
3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=15ft; Cat. II; Exp B; Encl ,
GCpi=O 18. MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding
5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. This Item has been6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tell by 2-0-0 wide
will fit between the bottom chord and any other members. electronically signed and
7) Refer to girder(s) for truss to truss connections. sealed by Lee, Julius, PE
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (Jt=lb) using a Digital Signature.
6=551, 2=460 Printed copies of this
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 647 lb down and 246 lb up at
document are not considered2-1-12, and 647 lb down and 246lb up at 4-1-12, and 1048 lb down and 399 lb up at 6-1-12 on bottom chord. The design/selection
of such connection device(s) is the responsibility of others. signed and sealed and the
10) Truss Is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Signature must be Verified
on any electronic copies.
LOAD CASE(S) Standard Julius Lee PE
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 NllTek USA Ire.c. FFL CartCert 6634
Uniform Loads (ptf)
Vert: 1-4=30, 4-5=-30, 2-6=-10
6904 Parke East Blvd. Tampa Fl. 33610
Date:
April 6,2018
AWARNING - Verify design paameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MfTekO connectors This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system Before use, the building designer must verity the epplimbllity of design parameters and properly Incorporate this design Into the overall
building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k'
Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Lee Street, Sude 312, Alexandria. VA 22314. Tampa, FL 36610
Job Truss Truss Type 0ty Ply Park Sq. Hmsd WELLINGTON - 3096-A
T13714611
PS03096A-T C2 MONO HIP 1
Job Reference (optional)
Mid-Flonda Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn Apr 6 13,49:26 2018 Page 2
ID:3Lcg422odzVZxGjUVhvmawy3lYu-ISpcTrRa3RuaeBK5R2aCfOmFILDknsAw7Y720szTOF7
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 8=-647(B) 9=-647(B) 10=-1048(B)
QWARNING - Vorlfy design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 11111-7473 rev. 10,11312015 BEFORE USE.
Design valid for use only with MITekm connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suds 312. Alexandria, VA 22314. Tamps, FL 36810
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714612
PS03096A-T CJ1 JACK 14 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 Mirek Industries, Inc. Fri Apr 6 13-49:27 2018 Page 1
I D.3Lcg422odzVZxGjUVhvmawy3lYu-mN_gBSCgkORGLvH715RBcJODIkC WRg4LCsbwJzTOF6
1-5-0
1-5-0
Scale' 1 5"=1'
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.17 Vert(LL) 0.00 2 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 2 999 180
BCLL 00 Rep Stress Ina NO WB 0 00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017rrP12014 Matrix-P Wind(LL) 0.00 2 360 Weight: 6 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No 2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=-43/Mechanical, 2=19710-7-8, 4=9/Mechanical
Max Horz 2=50(LC 10)
Max Uplift 3=-43(LC 1), 2=96(LC 10)
Max Grav 3=26(LC 6), 2=197(LC 1), 4=19(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES- (6)
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl ,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone,C-C for members and forces 6 MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lae PE No. 34669
MiTek USA, Inc. FL Cart 6634
6904 Perks East Blvd. Tampa FL 33610
Date:
April 6,2018
WARNING - Varlry design poameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 rev. IOM312015 BEFORE USE.
Design valid for use only with MiTek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not
truss system. Before use, the bullding designer must verity the applicability of design parameters and property Incorporate this design Into the overall
bullding design Bracing Indicated Is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing M iTe k' Is always required for stability end to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria, DSB-aa and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 36810
Job Truss Truss Type 0ly Ply Park Sq Hms./ WELLINGTON - 3096-A
T737146131PS03096A-T CJ3 JACK 10 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13:49:27 2018 Page 1
ID:XXACH030OGdOZOIg2PQ777y3IYt-mfN_gBSCgkORGLvH9I5RBcJNMlj1 WRg4LCsbwJzTOF6
1.5-0 3-0-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/de0 Ud
TCLL 200 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 2-4 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.01 2-4 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0 00 3 n/a n/a
BCDL 100 Code FBC2017rTP12014 Matrix-P Wind(LL) 000 2 360
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=45/Mechanical, 2=243/0-7-8, 4=26/Mechanical
Max Horz 2=93(LC 10)
Max Uplift 3=-47(LC 10), 2=-93(LC 10)
Max Grav 3=45(LC 1), 2=243(LC 1), 4=53(LC 3)
FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown.
Scale = 1:13 1
PLATES GRIP
MT20 244/190
Weight: 12 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES- (6)
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf, h=25ft, Cat. II; Exp B; Encl.,
GCpi=0.18, MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1 60 plate grip COL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members
4) Refer to girder(s) for truss to truss connections
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34E69
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd, Tempe FL 33610
Date:
April 6,2018
AWARNING - Verify design p---I— and READ NOTES ON rwS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010212015 BEFORE USE.
Design valid for use only with MiTek® connectors This design is based only upon parameters shown, end Is for an Individual building component, not •
truss system. Before use, the building designer must verify the applicability of design parameters and property Inc trporste this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria. DSB-89 and BCSI Building Component 8904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Mexandria, VA 22314 Tampa, FL 36810
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714614
PS03096A-T CJ3T JACK 2 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 Mi rek Industries, Inc Fri Apr 6 13 49:28 2018 Page 1
ID:nlsMEIrRhGCXJAvptd7vvy3 WkB-ErxMtXSgb2811VU UZTcgkprX594lFucOasc9SlzTOF5
1-5-0 { 2-3-8 { 3-0-0
r
1-5-0 2-3-8 0-8-8
Scale = 1:13.1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud
TCLL 200 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.00 6 999 240
TCDL 20.0 Lumber DOL 1 25 BC 0.05 Vert(CT) 0.01 6 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(CT) 0.01 5 n/a n/a
BCDL 100 Code FBC2017/rPI2014 Matrix-P Wind(ILL) 0.01 6 999 360
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=79/Mechanical, 2=315/0-7-8, 5=6/Mechanical
Max Horz 2=84(LC 10)
Max Uplift 4=-17(LC 7). 2=112(LC 10)
Max Grav 4=81(LC 15). 2=315(LC 1), 5=13(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
PLATES GRIP
MT20 244/190
Weight. 14 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins
BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing.
NOTES.
1) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=5ft; Cat.
II, Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown, Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrenl with any other live loads
3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 4 except at=lb)
2=112.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34669
lArrek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 6,2018
WARNING - Verify design para..f— and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MfTek® connectors This design is based only upon parameters shown, and Is for on Individual building component, not •
truss system, Before use, the bullding designer must verily the applicability of design parameters and property incorporate this design Into the overall
building design Bracing indicated Is to prevent buckling of Individual buss web and/or chord members only. Addsionel temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with posslbie personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria. VA 22314 Tampa, FL 36610
Job
Ic'Juss
Truss Type City Ply Park Sq. Hms./ WELLINGTON - 3096-AT13714615
PS03096A-T JACK 8 1
Job Reference (optional)
Mid -Florida Lumber. Banow, FL 8 130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13:49:29 2018 Page 1
ID:XXACH03QOGdQZQlg2PQ777y31Yt-i1Vk5tTSMMG9Vf3g6A8vH10h7YM1 KAMpVLi7BzTQF4
1-5-0 5-0-0
1-5-0 5-M
Scale = 1.18 0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0 03 2-4 999 240
TCDL 10.0 Lumber DOL 1 25 BC 0.29 Vert(CT) 0 05 2-4 999 180
BCLL 00 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017rrPI2014 Matrix-P Wind(LL) 000 2 360
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=119/Mechanical, 2=308/0-7-8, 4=46/Mechanical
Max Horz 2=138(LC 10)
Max Uplift 3=-103(LC 10). 2=-103(LC 10)
Max Grav 3=119(LC 1), 2=308(LC 1), 4=93(LC 3)
FORCES. (lb) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown.
PLATES GRIP
MT20 244/190
Weight. 18 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing
NOTES- (6)
1) Wind ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extenor(2) zone,C-C for members and forces 6 MWFRS for reactions
shown; Lumber DOL=1 60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
3=103, 2=103.
6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34669
MiTek USA, Inc. FL Cart 6634
6204 Parke East Blvd, Tampa FL 33610
Date:
April 6,2018
Q WARNING - Vrlfy dsslgn panmatera and READ NOTES ON INS AND INCLUDED MITEK REFERENCE PAGE M11.7473 ray. 1010312015 BEFORE USE.
Design valid for use only with MITek® connectors This design Is based only upon parameters shown, and Is for an individual building component, not •
a truss system Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and parmsnant bracing MiTek•
Is aheays required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systeme, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria. VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms / WELLINGTON - 3096-A
T13714616
PS03096A-T CJ5T JACK 4 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc. Fn Apr 6 13,49.29 2018 Page 1
I D.FUOkSes3Sa KOLKU70ZEMR7y3WkA-i 1 Vk5tTSMMG9Vf3g6ABvH 10eDYO4_KnMpVLi7BzTO F4
1-5-0 2-3.8 3-3-8
1-5-0 2-3-8 1-0-0
I 2-3A 3-3-6 I 5-0-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud
TCLL 200 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0 04 8 999 240
TCDL 200 Lumber DOL 1 25 BC 0.05 Vert(CT) 0.11 8 496 180
BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(CT) 0.03 6 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.06 8 866 360
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 5=189/Mechanical, 2=395/0-7-8. 6=16/Mechanical
Max Horz 2=118(LC 10)
Max Uplift 5=-56(LC 10), 2=-11O(LC 10)
Max Grav 5=189(LC 1). 2=395(LC 1). 6=33(LC 3)
FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown.
Scale = 1.18.0
PLATES GRIP
MT20 244/190
Weight 21 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3 Opsf, h=25ft, B=45ft; L=24ft; eave=5ft; Cat.
II; Exp B; Encl , GCpi=0.18, MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will flit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb)
2=110
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 3M69
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 6,2018
Q WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component. not•
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web end/or chord members only. Additional temporary and permanent bracing MiTek*
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
I.brfcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd
Safety Information avallabte from Tr as Plate Institute, 218 N Lee Street, Suite 312, Alexandria. VA 22314 Tampa, FL 36610
Job Truss Truss Type City Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714617
PS03096A-T D1 MONO HIP 2 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13:49:30 2018 Page 1
I D:?jkaVk429alH Baitc6yEgLy31Ys-AE361DU47f007pesgufOpExlPyl6jkOW 195FXezTOF3
5-0-0 , 6.8-0
1-0-0 5-M 1-8.0
4x4 =
2x4 =
6x6 II
4
3x4 =
Scale- 1,150
1b.
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 100
SPACING- 2-0-0
Plate Grip COL 1.25
Lumber DOL 1 25
Rep Stress Incr NO
Code FBC2017/TPI2014
CSI.
TC 0.81
BC 0.51
WB 0.22
Matrix-R
DEFL. in (loc) Udefl Ud
Vert(LL) -0.03 2-7 >999 240
Vert(CT) -0.07 2-7 >999 180
Horz(CT) 0.00 9 n/a n/a
Wind(ILL) 0.05 2-7 >999 360
PLATES GRIP
MT20 244/190
Weight. 28 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No 3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No 2
REACTIONS. (lb/size) 2=427/0-7-8.9=424/0-1-8
Max Horz 2=117(LC 4)
Max Uplift 2=-235(LC 4). 9=-271(LC 4)
Max Grav 2=427(LC 1), 9=488(LC 18)
FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-451/191, 3-4=374/203, 6.8=-158/250
BOT CHORD 2-7=-220/386, 6-7=203/374
WEBS 4-9=-369/215
NOTES- (11)
1) Wind: ASCE 7-10, Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat 11; Exp B, Pert. Encl.,
GCpi=0.55, MWFRS (envelope) gable end zone, Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Bearing at joint(s) 9 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface This item has been6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) electronically signed and
2=235, 9=271. sealed by Lee, Julius, PE
8) Girder carries hip end with D-0-0 right side setback, 5-0-0 left side setback, and 5-0-0 end setback. using a Digital Signature. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 287 lb down and 164 lb up at Printed copies Of this5-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). document are not considered
11) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. signed and sealed and the
signature must be verified
LOAD CASE(S) Standard
any electronic copies. 1) Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25 lies Los PE No. 34669Julius
Uniform Loads (plf)
u
MiTek USA, Inc. FL Cart 6634
Vert Loads 2), 1-3=60, 3 4=-96(F=-36)
lb) Concentrated Loads (lb) 6904 Parka East Blvd. Tampa FL 33610
Vert: 3=-175(F) Date:
April 6,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11.7473 rsv. 1010312015 BEFORE USE.
Design valid for use only wdh MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not •
a truss system Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall
huiiding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Adddional temporary and permanent bracing M iTe k' Is always required for slablldy and to prevent collapse weh possible personal Injury and property damage For general guidance regarding the
fabrtcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB49 end SCSI Building Component 69D1 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 38610
Job Truss Truss Type 0ty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714618
PS03096A-T D2 MONO TRUSS 14 1
Job Reference (optional
Mid-Florida Lumber, Barlow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13:49:30 2018 Page 1
ID,7jkaVk429alHBattc6yEgLy31Ys-AE361 DU47f007pesgufBpExp7yi5jim W 195FXezTO F3
6-8-0 r
1-0-0 6-8-0
4x6 = Scale. 3/4"oV
3x4 =
2x4 =
6
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.03 2-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.06 2-5 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(CT) -0.00 7 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix-R Wind(ILL) 003 2-5 >999 360 Weight: 27 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No 3 BOT CHORD Structural wood sheathing directly applied or 1D-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=338/0-7-8, 7=220/0-1-8
Max Horz 2=140(LC 6)
Max Uplift 2=-191(LC 6), 7=-136(LC 10)
FORCES. (lb) -Max Comp./Max Ten. -All forces 250 (lb) or less except when shown
NOTES- (7)
1) Wind. ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=30psf; h=15ft; Cat. II; Exp B; Part. Encl..
GCpi=O 55, MWFRS (envelope) gable end zone and C-C Exterior(2) zone,C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will flit between the bottom chord and any other members.
4) Bearing at joint(s) 7 considers parallel to grain value using ANSI(TPI 1 angle to grain formula. Building designer should verity
capacity of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=191, 7=136.
7) Truss Is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This Item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Los PE No. 341169
Well USA, Inc. FL Cert 6634
6904 Parke East Blvd, Tampa FL 33610
Date:
April 6,2018
Q WARNING - Varlfy daalgn 1.—t rs and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10MV2015 BEFORE USE.
Design valld for use only with MiTek$ connectors This design Is based only upon parameters shown. and Is for an Individual building component, not •
truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, OSB49 and BCSI Building Component 6904 Parke East Blvd.
Safety Infonnstlon available from Truss Plate Institute, 218 N. Lee Street, Suits 312, Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms / WELLINGTON - 3096-A
T73714619
PS03096A-T E1 HIP 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
3-9-4 3-2-12 3.6-0 3-"
5x5 = 1 5x4 11
6 00 12
3x4 =
4 5 8
ID:
4-M 4-0-0
3x4 =
3x4 =
3xB =
7 8 9
8.130 s Mar 11 2018 MiTek Industries, Inc Fri Apr 6 13 49:32 2018
4-M 3-" 3-6-0 3-2-12 3-9-4
1 Sx4 11
3x4 = 5x5 =
10 11 12
Scale = 168 5
1 5x4 1.Sx4 i
3 13
2
nd
d
91
14
1511
4x6 = 20 19
18
17 16 4x6 =
4x8 = 7x8 = 4x4 = 7x6 = 4x8 =
7-0-0 14-0-0 20-M 26-0-0 33-0-0 40-M
7-0-0 7-0-0 6-0-0 6-0-0 7-0-0 7-M
Plate Offsets (X Y)— 12,0.9-O.Edgel. f4:0-2-8.0-2-41. 112 0-2-8.0-2-41, 114 0-9-O.Edgel. 117:0-4-0,0-4-121, f 19 0-4-0,0-4-121
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 25 TC 050 Vert(LL) -0 39 18 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1 25 BC 0.93 Vert(CT) -0 78 18 >611 180
BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(CT) 0.16 14 n/a n/a
BCDL 100 Code FBC2017(rP12014 Matrix-R Wind(LL) 0.49 18 >978 360 Weight: 482 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc purlins.
BOT CHORD 2x6 SP No.2 BOT CHORD Structural wood sheathing directly applied or 7-6-15 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=3428/0-3-8, 14=3428/0-3-8
Max Horz 2=-78(LC 13)
Max Uplift 2=-1383(LC 5), 14=1383(LC 4)
Max Grav 2=3514(LC 18), 14=3514(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 2-3=-7179/2980, 3-4=-7099/2988, 4-5=-6422/2736, 5-6=-9687/4199, 6-7=-9687/4199,
7-9=-10525/4550. 9-10=-9687/4199. 10-11=-9687/4199, 11-12=-6422/2736,
12-13=-7099/2988,13-14=-7179/2980
BOT CHORD 2-20=-2649/6424, 19-20=-3547/8342, 18-19=-4516/10556, 17-18=-4504/10544,
16-17=-3502/8286,14-16=-2604/6366
WEBS 4-20=-809/2219, 5-20=2657/1292, 5-19=-860/2061, 6-19=-492/340, 7-19=-1052/534,
9-17=-1052/534, 10-17=-492/340, 11-17=-860/2061, 11-16=-2657/1292, 12-16=-809/2219
NOTES- (11)
1) 2-ply truss to be connected together with 10d (0 148"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc
Bottom chords connected as follows. 2x6 - 2 rows staggered at 0-9-0 oc
Webs connected as follows 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to This item has beenplyconnectionshavebeenprovidedtodistributeonlyloadsnotedas (F) or (B), unless otherwise indicated
3) Unbalanced roof live loads have been considered for this design electronically signed and
4) Wind ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl., Sealed by Lee, Julius, PE
GCpi=O 18; MWFRS (envelope) gable end zone, Lumber DOL=1.60 plate grip DOL=1.60 using a Digital Signature.
5) Provide adequate drainage to prevent water ponding Printed copies Of this6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide document are not considered
will fit between the bottom chord and any other members signed and sealed and the
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at=lb) signature must be verified
2=1383, 14=1383.
any OnIC copies.
9) Girder carries hip end with 7-0-0 end setback. Lee PE No. Julius PE No. 94t69
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 590 lb down and 306 lb up at MiTek USA, Inc. FL Cert 6611133-0-0. and 590 lb down and 306 lb up at 7-0-0 on top chord. The design/selection of such connection device(s) is the
6904 Parka East Blvd. Tempe FL 33910responsibilityofothers.
11) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Date:
April 6,2018
WARNING. Varlfy daslgn panmafara and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 ray. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
e truss By lam. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
bulltllnp design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is elweys required for stability and to prevent collapse with Possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and IM33 systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 8904 Parke East Blvd
Safety Information available from Truss Plate Instltule, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms / WELLINGTON - 3096-A
T13714619
PSQ3096A-T E1 HIP 1
Job Reference (optional)
Mid -Florida Lumber. Bartow, FL 8 130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13 49.32 2018 Page 2
ID Tvly145gwut8okS3AgTTCYy3lYr-7cAtjuVLfHfkM6nFoJhcufOApmDOBbKpVreMbWzTQF1
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert 1-4=60, 4-12=-131(F=-71), 12-15=60. 2-14=-44(F=-24)
Concentrated Loads (lb)
Vert: 4=-385(F) 12=-385(F)
Q WARNING - Verify design pa ..I— and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. I M312015 BEFORE USE.
Design valid for use only with MiTek® connectors This design Is based only upon parameters shown, and Is for an IndMdual building component, not •
truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek,
Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing or trusses and truss systems, see ANSI/TPI/ Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Oly Ply Park Sq Hms./ WELLINGTON - 3096-A
T13714620
PS03096A-T E2 HIP 1 1
ob Reference (optional
Mid-Florida Lumber,
1-0
0-0
Bartow, FL. 8.130 s Mar 11 2018 MITek Industries. Inc. Fn Apr 6 13.49:34 2018 Page 1
ID:Tvlyi45gwutBakS3AgTTCYy31Yr-371d8aXbAuvSbOxdvb4 45WGZydfVu6yn3TgPzTOF7
9-0-0 14-52 20-0-0 25-0.14 31-M 35-2-12 40-0-0 1-0
4-2-12 '.5 -_2 506-14 5-6-14 5-5.2 4.-2 12 4-9.4 -0
5x5 =
3x4 = 5x5 = 3x4 =
5x5 =
4 5 6 7 8
Scale = 1.69.0
1 5x4 Q 4
3
1.5x4
9
2
16 15 14 13 12
3x4 = 3x4 = 5x8 = 3x4 = 3x4 =
10 11 Mf$
3x5 =
20-0-0 3-0-I
t -56 9-
0-0-
0-
0 1552
nd
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP
TCLL 200 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0 27 14 999 240 MT20 244/190
TCDL 100 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.54 14-15 875 180
BCLL 00 Rep Stress Incr NO WB 0.42 Horz(CT) 0.16 10 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Wind(LL) 0.27 14 999 360 Weight. 211 Ito FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc purlins
BOT CHORD 2x4 SP No.1 BOT CHORD Structural wood sheathing directly applied or 5-11-4 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1657/0-3-8, 10=165710-3-8
Max Horz 2=97(LC 10)
Max Uplift 2=-447(LC 7), 10=-447(LC 6)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3040/1272, 3-4=-2799/1168, 4-5=-3217/1403, 5-6=-3493/1509, 6-7=-3493/1509,
7-8=3217/1403,8-9=-2799/1168,9-10=-3040/1272
BOT CHORD 2-16=-1021/2655, 15-16=-830/2444, 14-15=1141/3217, 13-14=-1141/3217.
12-13=-830/2444,10-12=-1021/2655
WEBS 4-16=-63/368, 4-15=-434/1081, 5-15=-601/306, 5-14=-156/415, 6-14=-333/210,
7-14=-157/415, 7-13=-601/306, 8-13=-434/1081, 8-12=-63/368
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25f1; Cat II; Exp B; Encl ,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exierior(2) zone,C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1 60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This Item has beenwillfitbetweenthebottomchordandanyothermembers.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift al Joint(s) except (It=lb) electronically signed and
2=447. 10=447. sealed by Lee, Julius, PE
7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34369
MITek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL Mill
Date:
April 6,2018
Q WARNING - Verlry design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 ray. 1010312015 BEFORE USE
Design valid for use only wdh MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not •
a truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Componont 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tempe, FL 36610
Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096 A
T13714621
PS03096A-T E3 HIP 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL t1.1JU s Mar 11 Zwts Mi I eK industries, Inc i-n Apr to 1J:48:J0 ZUId rage 1
ID x6rKvQ5lhB??Qt1FkX_ilmy3lYq-XBs?LwYDxC1JDaWgTREJWlefszG50_gFBRoOCrzTOF_
1.0 5.9.4 11-0-0 17-0-0 23-0-0 29-0-0 34-2-12 40-0-0 1-0-
0-0 5-9-4 5-2-12 6-0-0 6-0-0 6-0-0 5-2.12 5-9-0 -0-0
1
3x6 =
5x5 =
3x4 = 3x4 = 5x5 =
4 5 6 7
15 14
1ti 1w 1J to ry
12 11
1 5x4 II 3x8 = 5x7 3x8 = 1.5x4 II
Scale = 168 9
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) VcIe8 L/d PLATES GRIP
TCLL 200 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.25 13-14 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1 25 BC 084 Vert(CT) -0 54 13-14 >880 180
BCLL 0.0 Rep Stress Incr NO WB 0 31 Horz(CT) 0.15 9 n/a n/a
BCDL 100 Code FBC2017/TPI2014 Matrix-R Wind(LL) 0.19 13 >999 360 Weight: 208 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins
BOT CHORD 2x4 SP No.1 BOT CHORD Structural wood sheathing directly applied or 6-3-3 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at micipt 5-14. 6-12
REACTIONS. (lb/size) 2=1657/0-3-8, 9=1657/0-3-8
Max Horz 2=116(LC 10)
Max Uplift 2=-428(LC 10), 9=-428(LC 11)
FORCES. (lb) -Max Comp /Max. Ten -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3074/1260, 3-4=-2647/1139, 4-5=-2284/1066, 5-6=2840/1263, 6-7=-2284/1066,
7-8=2647/1139, 6-9=-3074/1260
BOT CHORD 2-15=-1000/2662, 14-15=-1000/2662, 13-14=-967/2788, 12-13=-967/2788,
11-12=-1000/2662, 9-11=-1000/2662
WEBS 3-14=-415/275, 4-14=-286/813, 5-14=-781/332, 6-12=-781/332, 7-12=-286/813,
8-12=-415/275
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind. ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3.Opsf; h=25ft; Cal II; Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone,C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1 60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide This item has beenwillfitbetweenthebottomchordandanyothermembers, with BCDL = 10.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 100 lb uplift at joint(s) except Qt=lb) electronically signed and
2=428, 9=428. sealed by Lee, Julius, PE
7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Los PE No. 34L69
MITek USA, Inc. FL Cert 6634
9204 Parke East Blvd. Tampa FL 33610
Data:
April 6,2018
WARNING - Verify design peramefara and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. '
Design valid for use only with MITek® connectors This design is based only upon parameters shown, and Is for an Individual building component, not
truss system. Before use, the building designer must veny the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Adddionml temporary and permanent bracing M iTe k' Is always required for stabilrty and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 2118 N Lee Street, Suite 312. Alexandria. VA 22314 Tampa, FL 36610
Job Truss Truss Type Oly Ply Park Sq Hms./ WELLINGTON - 3096-A
T13714622
PS03096A-T E4 HIP 1 1
Job Reference (optional
Mid-Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc Fn Apr 6 13:49 36 2018 Page 1
1 D:x6rKv05l hB77011 FkX_ilmy3lYq-TOOOZGZnV9Ark5018mY3VBpC Nh M700005YakHzTOEz
1-0 8-9-0 13-0-0 20-0-0 27-0-0 33-2.12 40-0-0 1-0
0 6-9-0 6.2.12 7.0.0 7-0-0 6-2-12 6.94
5x6 =
1.5x4 II 5x6 =
Scale = 1,69 0
3x5 =
IZ is ry
71
ro iu
3x5 =
3x4 = 5x8 =
3x4 =
10-3-4 9-8-12 9.8-12 10-34 '
LOADING (psf) SPACING- 2-0-0 CSI., DEFL. in floc) I/de0 Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 066 Vert(LL) 0.26 11-12 999 240
TCDL 10.0 Lumber DOL 1.25 BC 052 Vert(CT) 0.48 11-12 994 180
BCLL 00 Rep Stress Incr NO WB 0.38 Horz(CT) 0.11 8 n/a n/a
BCDL 10.0 Code FBC2017lrP12014 Matrix-R Wind(LL) 0.14 11 999 360
LUMBER -
TOP CHORD 2x4 SP No.1 'Except'
4-6 2x4 SP No.2
BOT CHORD 2x4 SP DSS
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1657/0-3-8, 8=1657/0.3-8
Max Horz 2=136(LC 10)
Max Uplift 2=-452(LC 10). 8=-452(LC 11)
PLATES GRIP
MT20 244/190
Weight, 199 Ito FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc puffins.
BOT CHORD Structural wood sheathing directly applied or 6-9-13 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2975/1271, 3-4=-2691/1184, 4-5=-2457/1159, 5-6=2457/1159, 6-7=-2691/1184,
7-8=2975/1271
BOT CHORD 2-12=-1000/2591. 11-12=-696/2134. 10.11=696/2134, 8-10=-1000/2591
WEBS 3-12=-361/322, 4-12=-179/564, 4-11=-213/581, 5-11=-437/271, 6-11=-213/581,
6-10=179/564, 7-10=361/322
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind. ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl.,
GCpi=O 18, MWFRS (envelope) gable end zone and C-C Extenor(2) zone;C-C for members and forces d MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (jt=lb)
2=452, 8=452
7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
I
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. U869
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 6,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0.7473 raw. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and Is for an Individual building component, not •
e truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall
budding design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing WOWalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthe
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-aa and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 21a N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714623
PS03096A-T E5 HIP 1 1
Job Reference (optional)
Mid -Florida Lumber, Barlow, FL.
1
8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13:49:37 2018 Page 1
ID x6rKv05lhB77011FkX_ilmy3lYq-Ta_mmcZTTpH1SugCasHnbjjlSnlbsrgYelH7GkzTOEy
7-9-4 7-2-12 5-M 5-0-0 7-2-12 7.9-4
Scale = 1.68 9
5x5 = 1.5x4 II Sx5 =
4 5 6
3x6 = - 11 .
1
3x6 =
3x4 =
5x8 =
3x4 =
10-3A 20-" 29.1.12 40-" Ir
10.3-4 9-0-12 948-12 10-3-4
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud
TCLL 200 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.27 11-12 999 240
TCDL 10.0 Lumber DOL 1.25 BC 052 Vert(CT) 0 46 11-12 999 180
BCLL 0.0 Rep Stress Incr NO WB 047 Horz(CT) 011 8 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix-R Wind(LL) 0.15 2-12 999 360
LUMBER -
TOP CHORD 2x4 SP DSS 'Except'
4-6, 2x4 SP No 2
BOT CHORD 2x4 SP DSS
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2= 1657/0-3-8. 8= 1657/0-3-8
Max Horz 2=-155(LC 15)
Max Uplift 2=-474(LC 10), 8=-474(LC 11)
PLATES GRIP
MT20 2441190
Weight, 204 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 6-9-13 oc bracing
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
TOP CHORD 2-3=-2947/1266, 3-4=-2711/1250, 4-5=2146/1050, 5-6=2146/1050, 6-7=2711/1250,
7-8=2947/1266
BOT CHORD 2-12=-985/2561, 11-12=-618/1969, 10-11=-618/1969, 8-10=985/2561
WEBS 3-12=-422/371, 4-12=-305/686, 4-11=-136/448, 5-11=-276/178, 6-11=-136/448,
6-10=-305/686, 7-10=-422/371
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design
2) Wind ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; Cat. II, Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8. MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (jl=lb)
2=474,8=474.
7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Las PE No. 34869
MITek USA, Inc. FL Cart 6634
69U Parka East Blvd. Tampa FL 33610
Date:
April 6,2018
WARNING - V dfy Assign ps—fers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with Mrrekm connectors, This design Is based only upon parameters shown, and Is for an IndMdual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPI1l Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandria. VA 22314 Tampa, FL 36610
Job Truss Truss Type Oly Ply Park Sq Hms./ WELLINGTON - 3096-A
T13714624
PS03096A-T E6 HIP 2 1
Job Reference o do al
Mid -Florida Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc Fri Apr 6 13 49 38 2018 Page 1
ID:PIP17m6wSV7s2lcSHFVxHzy3lYp xmY8_ya6E7Pt41FP8ZoO8wG9VBJ4bEOhtPlgoAzTOEx
11-8-3 17-0-0 23.0.0 28-5-13 33.11-11 40-0.0 1-0-
8.0-5 5.5.13 5-5-13 8-0-0 5.5-13 5-5.13 6-0-5 li.od
311
5x5 = 5x5 =
Scale = 169.8
3x5 = 10 ro rr
14
is
12
ro io rr 3x5 =
3x4 = 3x8 =
3k6 = 3x4 = 3x4 =
17.0.0 23-0.0 31-2-12 I 40-0-0 I
9.4 8-2.12
f
8.0-0 B-2-12 8-94
Plate Offsets (X Y)— f2.0-0-4 Edael f4:0-2-8 0-3-0I f5:0-3-0,0-2-81 f6 0-2-8 0-2-41. f7:0-2-8 0-3-01 f9:0-0-4,Edael
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0 21 14-15 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0 42 11-12 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(CT) 013 9 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Wind(LL) 0.14 14 >999 360 Weight 221 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-11 oc purlins
BOT CHORD 2x4 SP No.1 BOT CHORD Structural wood sheathing directly applied or 6-1-7 oc bracing.
WEBS 2x4 SP No 3 WEBS 1 Row at midpt 6-14
REACTIONS. (lb/size) 9= 1657/0-3-8. 2= 165710-3-8
Max Horz 2=-174(LC 11)
Max Uplift 9=-494(LC 11), 2=-494(LC 10)
FORCES. (lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown
TOP CHORD 2-3=-3019/1310, 34=2791/1255, 4-5=-2126/1042, 5-6=1827/986, 6-7=2125/1042,
7-8=2791/1255, 8-9=-3019/1310
BOT CHORD 2-15=-1043/2632, 14-15=-793/2240, 12-14=527/1826, 11-12=-793/2240,
9-11=-1043/2632
WEBS 3-15=-304/266,4-15=-159/487,4-14=-589/383, 5-14=-237/609,6-12=-238/645,
7-12=-591/383, 7-11=-160/487, 8-11=-304/266
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design
2) Wind: ASCE 7-10, Vul1=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat II; Exp B, Encl.,
GCpi=O 18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone,C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1 60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This Item has beenwillfitbetweenthebottomchordandanyothermembers, with BCDL = 10 Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) electronically signed and
9=494, 2=494. sealed by Lee, Julius, PE
7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. U36D
MiTek USA, Inc. FL Cert 6634
6204 Parke East Blvd, Tempe FL 33610
Date:
April 6,2018
WARNING - Verity design parameters and READ NOTES ON TMS AND INCLUDED hVTEK REFERENCE PACE 11111.7473 rev. 10N3/2015 BEFORE USE. '
Design valid for use only with MITekV connectors This design Is based only upon parameters shown, and Is for an Individual building component, not
e truss system. Before use, the building designer must verity the applicabillty of design parameters and property incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss wso and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss Systems, see ANSUTP11 Quality Criteria, DS849 and BCSI Building Component 6904 Parke East Blvd,
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type 0ty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714625
PS03096A-T E7 HIP 1 1
Job Reference o fo al
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13:49:39 2018 Page 1
ID:x6rKv05lhB??0tl FkX_IImy3IYq-0z5WBlbk?OXkiBgbiHJFgBpHyar-XKkar63mEK¢TOEw
10 7-9-0 15-M 20-0-0 2500 32-2-12 40-00 1-0
17-9-0 7-2-12 5-0-0 5-" 7-2-12 7-94 -0 3x6 =
5x84
5 5x5 `- 1 5x4 11 5x5 = 3x4 =
5x8 =
3x4 =
i
10-M 20-0-0 1 30-0-0 40-M 10-
M 10-M 10-0-0 10-M LOADING (
psl) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL
20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.33 13-14 999 240 TCDL
10.0 Lumber DOL 1.25 BC 0.94 Vert(CT) 0.58 13-14 825 180 BCLL
00 Rep Stress Incr NO WB 0.52 Horz(CT) 0.13 10 n/a n/a BCDL
10.0 Code FBC2017lrP12014 Matrix-R Wtnd(LL) 0.18 10-12 999 360 LUMBER.
TOP
CHORD 2x4 SP No.1 'Except 4-
8,5-6. 2x4 SP No.2 BOT
CHORD 2x4 SP No 1 WEBS
2x4 SP No 3 REACTIONS. (
lb/size) 2=1657/0-3-8.10=165710-3-8 Max
Horz 2=-171(LC 11) Max
Uplift 2=490(LC 10), 10=555(LC 11) Scale =
1.69 7 PLATES
GRIP MT20
244/190 Weight:
209 lb FT = 0% BRACING -
TOP
CHORD Structural wood sheathing directly applied. BOT
CHORD Structural wood sheathing directly applied or 6-1-8 oc bracing. FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=2974/1280, 3-4=-2740/1284, 4-6=2029/1087, 6-7=2158/1063, 7-8=-2158/1063, 8-
9=2738/1278, 9-10=-2973/1275 BOT
CHORD 2-14=-998/2566, 13-14=-625/1954, 12-13=-628/1971, 10-12=-993/2565 WEBS
3-14=-426/368,4-14=-325/720,4-13=-167/529, 7-13=-318/159,8-13=-96/386, 8-
12=-321 /705. 9-12=-418/368 NOTES- (
8) 1)
Unbalanced roof live loads have been considered for this design 2)
Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; Cat. II; Exp B, Encl , GCpi=
0.18, MWFRS (envelope) gable end zone and C-C Exterior(2) zone,C-C for members and forces & MWFRS for reactions shown,
Lumber DOL=1.60 plate grip DOL=1.60 3)
Provide adequate drainage to prevent water ponding. 4)
This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) '
This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=
490. 10=555. 7)
Graphical purlin representation does not depict the size or the orientation of the purlin along the top end/or bottom chord. 8)
Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This
item has been electronically
signed and sealed
by Lee, Julius, PE using
a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified on
any electronic copies. Julius
Los PE No. V1869 MiTek
USA, Inc. FL Cart 6634 6904
Puke East Blvd. Tampa FL 33610 Date:
April
6,2018 WARNING -
verify design parameters and READ NOTES ON TNIS AND INCLUDED MI TEK REFERENCE PAGE MD-7e72 rw. 10103/2015 BEFORE USE. Design
valid for use only with MfTeks, connectors This design Is based only upon parameters shown, and Is for an Individual building component, not truss
system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building
design. Bracing Indicated Is to prevent buckling of Individual truss web andfor chord members only. Additional temporary and permanent bracing M iTe k, IsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd Safety
Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq. HITS / WELLINGTON - 3096-A
T737146261PS03096A-T E8 HIP 1 1
b Reference(optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn Apr 6 13.49 39 2018 Page 1
ID:x6rKvQ5lhB77Q11 FkX_ilmy3lYq-Oz5WBlbk7QXkiBgbiHJFgBpGEachKmkr63mEKCZTQEw
1-0 8-9.4 131 0 16-M 20-0-0 27-0-0 33-2-12 40-0-0 1-0
0 6-9-4 6.2.12 3-8-0 3.4-0 7-0-0 B-2-12 6-9-4 -0
Scale = 1.69.7
5x5 =
3x6 = r+ io io
13
rr ra 3xB =
3x4 =
5x8 =
3x4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.32 13-14 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(CT) 0.58 13-14 818 180
BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(CT) 0.13 10 n/a n/a
BCDL 10.0 Code FBC2017frP12014 Matrix-R Wind(LL) 017 13 999 360
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No 1
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1657/0-3-8, 10=1657/0-3-8
Max Horz 2=171(LC 10)
Max Uplift 2=-490(LC 10). 10=555(LC 11)
PLATES GRIP
MT20 244/190
Weight: 212 Ill FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied
BOT CHORD Structural wood sheathing directly applied or 6-1-4 oc bracing.
JOINTS 1 Brace at Jt(s): 6
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2988/1305, 3-4=-2712/1230, 4-5=-285/146, 4-6=-2244/1118, 6-7=-2242/1117,
7-8=2450/1186, 8-9=-2712/1219, 9-10=-2979/1291, 5-7=293/142
BOT CHORD 2-14=-1032/2604, 13-14=-711/2099, 12-13=718/2133, 10-12=-1019/2594
WEBS 3-14=-383/329,4-14=-200/585,4-13=-252/659, 7-13=-458/277, 8-13=-158/476,
8-12=-188/569, 9-12=-353/316
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; Cat. 11; Exp B; Encl.,
GCpi=0.18, MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load Of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=490,10=555
7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top end/or bottom chord.
8) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34669
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tamps FL 33610
Date:
April 6,2018
Q WARNING . Varlly do-Mgn paramafers and READ NOTES ON TN/S AND INCLUDED M1TEN REFERENCE PAGE M11.7473 rev. 10A1L2015 BEFORE USE.
Design valid for use only with MITek9 connectors This design is based only upon parameters shown, and is for an Individual building component, not •
e truss system Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses end truss systems, see ANSIRPII Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610
Job Truss Type oty Ply Perk Sq. Hms./ WELLINGTON - 3096-A
1"t'
ss
T73714627
PS03096A-T E9 1 1
Job Reference (optional
Mid-Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 Mi rek Industries, Inc. Fri Apr 6 13:49:40 2018 Page 1
I D.x6rKVQ5lhB??QI I FkX_Ilmy3IYq-u9fuPecMmkfbJLOnG_gUDLL W_?s35N_Lj Wnt2zTQEv
1-0 5-10-7 11-2.5 18.8.0 224-0 2M-0 34-2-12 40-0-0 1-0-
0 5-10-7 5-3-15 5-5.11 5.8.0 6.8-0 5.-212 5-94 -0
5x5 =
600 12
Scale = 1.69 7
3x6 =
10 rr re
15
1q
13 12 11 3xB =
3x4 = 3x8 = 3x6 MT20HS = 3x4 = 3x4 = 1.5x4 11
r 8-0.8 1 16-" 1 20-0-0 r 224-0 29-0-0 34-2-12 I 40-" I
8-0-0 8-1-10 34-0 24-0 8-0-0 5-2-12 5-94
Plate Offsets (X Y)— 14:0-2-8 0-3-01 f7:D-6-0.0-2-81
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP
TCLL 200 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.22 15-16 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1 25 BC 074 Vert(CT) -0.46 15-16 >999 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(CT) 014 9 n/a n/a
BCDL 10.0 Code FBC2017frP12014 Matrix-R Wind(LL) 0.20 13 >999 360 Weight, 218 lb FT = 0%
LUMBER. BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins.
BOT CHORD 2x4 SP No.1 BOT CHORD Structural wood sheathing directly applied or 6-1-5 oc bracing
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15
REACTIONS. (lb/size) 2=1657/0-3-8, 9=1657/0-3-8
Max Horz 2=171(LC 10)
Max Uplift 2=-490(LC 10), 9=-555(LC 11)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3043/1317, 3-4=-2807/1264, 4-5=-2145/1051, 6-7=-2825/1336, 7-8=-2627/1173,
8-9=3076/1293, 5-6=-2149/1050
BOT CHORD 2-16=-1051/2639, 15-16=-809/2263, 13-15=1031/2833, 12-13=-797/2300,
11-12=-1030/2663, 9-11 =-1030/2663
WEBS 7-12=-94/401, 8-12=-433/268, 5-15=-692/1511, 4-15=-598/368, 4-16=-153/477,
3-16=-291/258, 6-13=-336/232, 6-15=-1369/672,7-13=-299/689
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cal. II; Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1 60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads This item has been6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf. electronically Signed and
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=1b) sealed by Lee, Julius, PE
2=490, 9=555. using a Digital Signature.
8) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34669
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 6,2018
Q WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED 49TEK REFERENCE PAGE 11,111-7473 — 1010312015 BEFORE USE.
Design valid for use only with MlTekm connectors, This design Is based only upon parameters shown, and Is for an Individual bullding component, not •
truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bradng M iTe k, Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIl Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd
Safaty information available from Truss Plate Instltute, 218 N Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type City Pry Park Sq. HITS / WELLINGTON - 3096-A
T73714628
PSCi3096A-T E10 HIP 1 1
Job Reference (optional)
Mid -Florida Lumber, Barlow. FL.
5-10.7 5-3-15 9-4-9
5x5 =
6.00 12
5
8.130 s Mar 11 2018 MTek Industries, Inc. Fri
3-9-2 6.8-0 4.2-12
6 13:49:33 2018 Pagel
nAcMwvtyk7Jw8yzTCiFO
40.0-0 1-0
4-9-4 111 -0
Scale = 169 7
3x6 = '. " 1O 15 " '" `. 13 12 3x6 =
3x4 = 3x8 = 3x6 MT20HS = 4x8 = 3x4 =
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 100
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017frP12014
CSI.
TC 0.81
BC 073
WB 098
Matrix-R
DEFL.
Vert(LL)
Ven(CT)
Horz(CT)
Wind(L-)
in (loc) Vdefl Ud
0.29 13-15 >999 240
0.60 13-15 >795 180
0.14 10 n/a n/a
0.25 13-15 >999 360
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 219 Ito FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins.
BOT CHORD 2x4 SP No 1 BOT CHORD Structural wood sheathing directly applied or 6-1-3 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15
REACTIONS. (lb/size) 2=1657/0.3-8, 10=1657/0-3-8
Max Horz 2=171(LC 10)
Max Uplift 2=-490(LC 10). 10=555(1_C 11)
FORCES. (lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3040/1319, 3-4=-2805/1267, 4-5=-2149/1052, 7-8=3315/1512, 8-9=-2809/1223,
9-10=-3033/1317,5-6=-2116/1062,6-7=-3835/1789
BOT CHORD 2-16=1053/2637, 15-16=-813/2264, 13-15=858/2443, 12-13=-884/2462,
10-12=-1060/2647
WEBS 8-12=-53/371, 5-15=-729/1543, 4-15=-593/376, 4-16=-152/465, 3-16=-292/256,
7-13=-2008/1000, 8-13=-447/1039, 6-15=1128/594. 6-13=-818/1800
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extenor(2) zone;C-C for members and forces 6 MWFRS for reactions
shown, Lumber DOL=1.60 plate grip DOL=1 60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This item has been6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf. electronically signed and
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except ()t=lb) sealed by Lee, Julius, PE
2=490. 10=555. using a Digital Signature. 8) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Printed copies Of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34869
Wall USA, Inc. FL Cart 66U
6904 Parke East Blvd. Tampa FL 33610
Date:
April 6,2018
AWARNING - Verl/y design panmefars and READ NOTES ON THIS AND INCLUDED agTEK REFERENCE PAGE 11,1I1.7477 — 10/03/2015 BEFORE USE.
Design valid for use only with Mil ek® connectors This design Is based only upon parameters shown, and is for an Individual buading component, not •
a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• Is always required for stability end to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, OS13-09 and BCSI Building Component 8604 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Na"r dde, VA 22314. Tampa, FL 36610
Job Truss Truss Type City Ply Park Sq. Hms./ WELLINGTON - 3096-A
T73714629
PS03096A-T F1 GABLE 1 1
Job Reference (optional
Mid-Florida Lumber, Bartow, FL.
0-kit
4
a 13U s Mar 11 ZUIe MI I etc Industries. Inc. rn Apr o 13:9a:gz Lu 1b rage i
ID.tUz5K67YOpGjfBBeryOAgBy3lYo-gXnfpJdcl LvJZ1YANPtylmRzuosiXDwHo I?uxxzTO Et
Scale a 1.44.1
US FP = 3x3 11
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 26 27 26 25 24 23
3x6 FP = 3x3 II
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 008 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 001 Vert(CT) n/a n/a 999
BCLL 00 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 23 n/a n/a
BCDL 50 Code FBC2017/TP12014 Matrix-R Weight. 115 lb FT = O%F, 0%E
LUMBER- BRACING.
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals
WEBS 2x4 SP No 3(flat) *Except' BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
1-44: 2x4 SP No.2(flat)
OTHERS 2x4 SP No.3(flat)
REACTIONS. All bearings 26-8-0.
lb) - Max Grav All reactions 250 lb or less at joint(s) 44, 23. 43, 42, 41. 40, 39. 38. 37. 36. 35, 34, 33. 32, 30,
29. 28. 27, 26, 25, 24
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES- (7)
1) All plates are 1x3 MT20 unless otherwise indicated.
2) Gable requires continuous bottom chord bearing.
3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
4) Gable studs spaced at 1-4-0 oc.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means
6) CAUTION, Do not erect truss backwards.
7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
17
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34869
61iTsk USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 6,2018
WARNING • Verify dsslgn paremafsm and READ NOTES ON TIIIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 — 1010312015 BEFORE USE.
Design valid for use only with Mrreic® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not
truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
Tbuildingdesign., Bracing Indicated Is to prevent bucMBng of Individual truss web and/or chord members only. Additional temporary and permanent bracing M elk•
I a always required for stabllay and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPI7 Quality Criteria, DSBae and BCSI Building Component 8804 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610
Job Truss Truss Type City Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714630
PSCi3096A-T F2 FLOOR 13 1
Job Reference (optional)
Mid-Flonda Lumber, Bartow, FL.
0.1.8
H 1f- 3
ts.13U s Mar 11 zul t1 MI I ex mOustnes, Inc Fn Apr o 1J qu:ga ZUIo rage 1
I D:LhXTYR8B_6OaHLIgPgXPNOy31Yn-I kL 11 feE3f 1 AAp7 Mx6OBr_zxOC?vGWLCi 1 hkRTNzTCiEs
ti=4-4-1 Scale = 1:45 8
3x3 = 1 x3 11
4x4 = 3x4 = 3x8 FP = 3x3 = 3x3 = 3x3 = 3x3 = 1x3 II 3x3 = 3x3 = 4x4 = 4x6 =
2 3 4 5 6 7 8 9 10 11 12 13 14 15
30 29 28 27 26 25 24 23 22 21 20 19 18 17 16
2x3 11 4x6 = 4x4 = 3x4 = 3x8 = 3x3 = 1x3 II 1x3 II 3x3 = 3xlOMT20HSFP = 4x4 = 4x6 = 3x3 II
3x6 = 3x3 =
LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vcle0 L/d
TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.75 23-24 >431 360
TCDL 10.0 Lumber DOL 1.00 BC 0.84 Vert(CT) -1.04 23-24 >313 240
BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.12 16 n/a n/a
BCDL 50 Code FBC2017n-PI2014 Matrix-R
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD
BOT CHORD 2x4 SP DSS(flat) *Except*
16-20: 2x4 SP No. 1(flat) BOT CHORD
WEBS 2x4 SP No.3(Ilat)
REACTIONS. (lb/size) 30=992/0-7-8, 16=992/0-3-8
FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-30=-986/0, 15-16=-986/0, 1-2=-996/0, 2-3=-2670/0, 3-4=-3941/0, 4-6=-4875/0,
6-7=4875/0, 7-8=-5376/0, 8-9=-5533/0, 9-10=-5384/0, 10-11=-4892/0, 11-12=-4892/0,
12-13=-3969/0, 13-14=-2707/0, 14-15=-1041/0
BOT CHORD 28-29=0/1931. 27-28=0/3390, 26-27=0/4476, 25-26=0/5216, 24-25=0/5533, 23-24=0/5533,
22-23=0/5533, 21-22=015229. 19-21=014499, 18-19=0/3422, 17-18=0/1974
WEBS 15-17=0/1386, 1-29=0/1353, 14-17=-1297/0, 2-29=1301/0, 14-18=0/1019, 2-28=0/1027,
13-18=-995/0, 3-28=1002/0, 13-19=0/761, 3-27=0/767, 12-19=-737/0, 4-27=744/0,
12-21=0/534, 4-26=0/542, 10-21=-458/0, 7-26=-464/0, 10-22=-33/376, 7-25=28/381.
9-22=-492/ 179. 8-25=-499/ 172
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 143 lb FT = O%F, O%E
Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals
Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES- (5)
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0 131" X 3") nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
4) CAUTION, Do not erect truss backwards.
5) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
17
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34666
MITek USA, Inc. FL Cert 6634
904 Parke East Blvd. Tempe FL 33610
Date:
April 6,2018
WARNING - Verity drrslgn Peremefsrs and READ NOTES ON TN/S AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MITekI D connectors This design is based only upon parameters shown, and Is for an Individual building component, not •
truss system. Before use, the building designer must venfy the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing indicated Is to prevent buckling of IndlAduai truss web and/or chord members only. Additional temporary and permanent bracing M iTek•
Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Maxandria. VA 22314 Tampa, FL 36610
Job Truss Truss Type oty Ply Perk Sq. Hms./ WELLINGTON - 3096-A
T13714631
PS03096A-T F3 FLOOR 2 1
Job Reference o do sl
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc Fri Apr 6 13:49:44 2018 Page 1
ID LhXTYR8B 60aHLIgPgXPNC)y3lYn-mwvPE9fsgzgloy!UgvQNBWB[bMC?zGaFLU?OgzTQEr
0-1.8
H 1 1-3-0 1 3-4
Scale = 132.6
3x4 = 3x3 = 3x3 = 1x3 II 1x3 II 3x3 = 3x3 = 3x4 = 4x6 =
2 3 4 5 6 7 8 9 10
2x3 II 4x8 = 30 = 3x3 = 3x3 = 3x3 = 3x3 = 30 = 4x6 = 30 II
19-6-4
19-8-4
ffsels (X,Y)— 11.Edpe,0-1-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) 0 32 15-16 >724 360 MT20 244/190
TCDL 1100 Lumber DOL 1.00 BC 0.78 Vert(CT) 0.44 15-16 >527 240
BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.08 11 n/a n/a
BCDL 5.0 Code FBC2017rrPI2014 Matrix-R Weight: 101 lb FT = 0%F, 0%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins,
BOT CHORD 2x4 SP No.1(flat) except end verticals.
WEBS 2x4 SP No.3(Nat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 20=1056/0-7-8, 11=1056/0-3-8
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-20=-1050/0, 10-1 1=-1050/0,1-2=1028/0, 2-3=-2650/0, 3-4=-3669/0, 4-5=4172/0,
5-6=4172/0, 6-7=-4172/0, 7-8=-3688/0, 8-9=2683/0, 9-10=-1073/0
BOT CHORD 18-19=0/1986, 17-18=0/3288, 16-17=0/4024, 15-16=0/4172, 14-15=0/4036, 13-14=0/3313,
12-13=012028
WEBS 10-12=0/1429, 1-19=0/1397, 9-12=1328/0, 2-19=-1333/0, 9-13=0/911, 2-18=0/923,
8-13=-875/0, 3-18=-887/0, 8-14=0/522, 3-17=0/530, 7-14=-484/0, 4-17=-494/0,
7-15=-178/514,4-16=-168/524
NOTES- (4)
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-D-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
3) CAUTION, Do not erect truss backwards
4) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lot PE No. M369
MITek USA, Inc. FL Cart 6634
6904 Parks East Blvd. Tempe FL 33810
Date:
April 6,2018
0 WARNING - Verify design parameters and READ NOTES ON 7i0S AND INCLUDED MITEK REFERENCE PA E MIJ-7473 rev. 10/03/201 a BEFORE USE. '
Design valid for use onty, with Mrrekm connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system Before use, the building designer must verify the applicability of design parameters and property incorporele this design Into the overall
building design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOWk• Is always required for stability and to prevent collapse with possible personal Injury end property damage. For general guidance regarding the
febrkat on. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parka East BNd
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type City Ply
Tjob
Sq. Hms./ WELLINGTON - 3096-A
T73714632
PS03096A-T F4 FLOOR 1
eference (optional
Mid-Florida Lumber, Barlow. FL.
0-1.8
H
1-3-0
4x4 4x4 =
10 =
lx3 = 3x3 = 3x3 =
1 2 3
ti 13U s Mar 11 ZUIe MI I etc mausines. Inc t-n Apr 6 IJ.49:44 ZU1N rage 1
I D:gt5iin8p10 WOvVKOzN2evcy3lYm-mwvPE9fsgz9l oylYVgvONB WBZbJh7_haFLU70gzTOEr
1-5-12
Scale = , 28 7
3x3 = 34 = 3x3 = 3x3 = 4x6 =
4 5 6 7 8
2x3 II 4x4 = 3x3 = 3x3 = 1x3 II 1x3 II 3x3 = 3x3 = 04 = 3x3 ll
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 400 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0 20 13-14 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(CT) -0 27 13-14 >755 240
BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.05 9 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight: 90 lb FT = 0%F, 0%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2D(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied
REACTIONS. (lb/size) 18=930/0-7-8, 9=930/0-3-8
FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-18=-924/0, 8-9=-924/0, 1-2=891/0, 2-3=2255/0, 3-4=-3009/0, 4-5=-3248/0, 5-6=-3021/0, 6-7=-2282/0,
7-8=930/0
BOT CHORD 16-17=0/1720, 15-16=0/2763, 14-15=0/3248, 13.14=0/3248, 12-13=0/3248, 11-12=0/2782, 10-11=0/1755
WEBS 8-10=0/1238, 1-17=0/1211, 7-10=-1147/0,2-17=-1153/0, 7-11=0/733, 2-16=0/744,6-11=-695/0, 3-16=-706/0,
6-12=0/417, 3-15=0/424, 5-12=-515/29, 4-15=-526/18
NOTES- (4)
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means
3) CAUTION, Do not erect truss backwards.
4) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 04669
MiTek USA, Inc. FL Cert 6634
6904 Parka East Blvd, Tampa FL 33610
Date:
April 6,2018
Q wARNING - Varlly dulgn panmafers and READ NOTES ON TMS AND INCLUDED N1TEK REFERENCE PAGE 11,111.7473 rev. f 0/03/2015 BEFORE USE.
Design valid for use only with MITsk® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
a truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
hulloing design. Bracing Indicated Is to prevent buckling of Individual buss web and/or chord members only. Adddlonel temporary and permanent bracing M iTe k• Is ahvays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection end bracing of trusses and truss systems, sea ANSVTPIl Quality Criteria. OSB-a9 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria. VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714633
PS03096A-T F5 FLOOR 4 1
Job Reference (optional)
Mid -Florida Lumber, Barlow, FL
0-1.8
H1.3-0 4x4 =
2
3x3 =
3
8.
130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13:49:45 2018 Page 1 ID
g15dnBp10W0vVKOzN2evcy3lYrrt-E6TnSLgVbGHu06H12XOfwP31S7hjkPojU7DYYGzTOEq 3x3 =
3x6
FP = 1x3 II 3x3 = 4
5 6 7 Scale =
1:34 5 . 3x3 =
3x3 = 4x4 = 4x6 = 8
9 10 11 q
V2x3
II 4x6 = 4x4 = 3x3 = 3x3 = 1x3 II 3x3 = 3x8 MT20HS FP = 4x4 = 4x6 = 3x3 II 3x3 =
20-
8-4 20-
8-4 Plate
Offsets (X.Y)— 11:Edge.0-1-81 LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL
400 Plate Grip DOL 1.00 TC 089 Vert(LL) 0.39 17-18 622 360 MT20 244/190 TCDL
10.0 Lumber DOL 1.00 BC 0.82 Vert(CT) 0.54 17-18 454 240 MT20HS 187/143 BCLL
0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.08 12 n/a n/a BCDL
5.0 Code FBC2017/TPI2014 Matrix-R Weight: 107 lb FT = O%F, 0%E LUMBER-
BRACING - TOP
CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT
CHORD 2x4 SP DSS(flat) *Except* except end verticals. 12-
16: 2x4 SP No. 1(flat) BOT CHORD Structural wood sheathing directly applied or 1D-0-0 oc bracing. WEBS
2x4 SP No.3(flat) REACTIONS. (
lb/size) 23=1 121/0-7-8. 12=1 121/0-3-6 FORCES. (
lb) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown TOP
CHORD 1-23=-1113/0, 11-12=-1114/0, 1-2=1096/0, 2-3=-2854/0, 3-5=-3994/0, 5-6=4685/0, 6-
7=4685/0, 7-8=-4603/0, 8-9=-4030/0, 9-10=-2887/0, 10-1 1=-1 147/0 BOT
CHORD 21-22=0/2122, 20-21=0/3553, 19-20=0/4431, 18-19=0/4685, 17-18=0/4685, 15-17=0/4461, 14-
15=0/3578,13-14=0/2169 WEBS
11-13=0/1526, 1-22=0/1490, 1D-13=-1421/0, 2-22=1427/0, 10-14=0/999, 2-21=0/1018, 9-
14=-961/0, 3-21=-973/0, 9-15=0/630, 3-20=01613. 8-15=599/0, 5-20=-607/0, 8-
17=-42/381, 5-19=96/634, 7-17=-441/231 NOTES- (
5) 1)
Unbalanced floor live loads have been considered for this design. 2)
All plates are MT20 plates unless otherwise indicated. 3)
Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Old (0.131" X 3") nails. Strongbacks
to be attached to walls at their outer ends or restrained by other means. 4)
CAUTION, Do not erect truss backwards 5)
Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This
item has been electronically
signed and sealed
by Lee, Julius, PE using
a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified on
any electronic copies. Julius
Los PE No. 34869 Well
USA, Inc. FL Cert 6834 6904
Parks East Blvd. Tampa FL 33810 Date:
April
6,2018 WARNING -
Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE 110111.7473 rev. 1010312015 BEFORE USE. Design
valid for use only with MIT06 connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not • a
truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building
design Bracing Indicated Is to prevent buckling of indMdual buss web and/or chord members only Additional temporary and permanent bracing M iTek' isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety
Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms / WELLINGTON - 3096-A
T13714634
PS03096A-T F6 FLOOR 2 1
ob efere ce optional
Mid -Florida Lumber, Bartow, FL
1-3-0—I
1 3x6 =
3x3 =
2
3x3 =
3 43X6
B lW s Mar l l Z01 B Mt l ek Industries, Inc t-n Apr B 13 48 4b ZU1tf Page 1
ID 13fDz79RWkeHWtvDW4atSpy3lYl-iJOAfhg7MaPllGsxcFxuTcbYgP81T70tjfz64izT0Ep
Scale = 1 23 1
3x3 = 3x3 =
5 6
3xB =
7
15 14 12 11 10 9 B
3x3 II 3x3 =
LOADING (psf) SPACING- 2-0-0
TCLL 40.0 Plate Grip DOL 1.00
TCDL 10.0 Lumber DOL 100
BCLL 0.0 Rep Stress Incr NO
BCDL 5.0 Code FBC20171TPI2014
LUMBER.
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No 3(flat)
3x3 = 3x6 = 3x3 = 1 x3 11
CSI. DEFL. in loc) UdeO L/d
TC 0.54 Vert(LL) 0.02 10 999 360
BC 0.37 Vert(CT) 0.03 10 999 240
WB 0.19 Horz(CT) 0.01 16 n/a n/a
Matrix-R
REACTIONS. (lb/size) 8=645/Mechanical, 16=326/0-7-8. 13=803/0-7-8
Max Grav 8=645(LC 1), 16=370(LC 8), 13=837(LC 7)
1x3 II 3x3 = 3x3 II
PLATES GRIP
MT20 244/190
Weight: 76 lb FT = 0%F, 0%E
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns,
except end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing,
Except:
6-0-0 oc bracing: 12-13.
FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown
TOP CHORD 7-8=-644/0, 1-16=-365/0, 1-2=-297/0, 2-3=484/0, 3-4=78/336, 4-5=-261/38,
5-6=513/0, 6-7=-280/0
BOT CHORD 14-15=0/545, 13-14=0/397, 12-13=336/78, 11-12=0/513, 10-11=0/513, 9-10=0/513
WEBS 7-9=0/373, 6-9=-317/0, 1-15=0/396, 2-15=345/0, 4-13=-482/0, 3-13=-497/0,
4-12=0/400, 5-12=-415/0
NOTES- (5)
1) Unbalanced floor live loads have been considered for this design
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
4) CAUTION, Do not erect truss backwards.
5) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=l 00, Plate Increase=1.00
Uniform Loads (plf)
Vert 8-16=-10, 1-7=-100
Concentrated Loads (lb)
Vert: 7=-291
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34669
k11Tek USA, Inc. FL Cart 6634
6904 Puke East Blvd. Tampa FL 336110
Date:
April 6,2018
Q WARNING - verity doslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. f a/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
e truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall
building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, We ANS11TPI1 Duality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Nexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type 0ty Ply Park Sq Hms./ WELLINGTON - 3096-A
T13714635
PS03096A-T F6A FLOOR 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
1-3-0ii
1 3x6 =
5.13U S Mar 11 zwo Miiek Industries, Inc. Fn Apr 6 1349 4/ 2U76 Page 1
I D:13fDz79RWkeH WfvDW4aiSpy3lYl-BVaYt1 hl6uYcf0 R7AyS77g8kep06CML0yJjfc8zT0Eo
a 4
3x3 = 3x3 = 1x3 II 1x3 II 3x3 = 3x3 =
2 3 4 5 6 7
Scale = 1 23 3
3x6 =
8
15 14 13 12 11 10 9
3x3 II 3x5 = 3x3 = 3x3 = 3x3 = 3x3 =
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud
TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) 0.10 13 999 360
TCDL 10.0 Lumber DOL 1.00 BC 064 Vert(CT) 0.13 13 999 240
BCLL 00 Rep Stress Iner NO WB 0.47 Horz(CT) 0.03 16 We n/a
BCDL 5.0 Code FBC2017(TPI2014 Matrix-R
LUMBER- BRACING-
3x5 = 3x3 II
PLATES GRIP
MT20 244/190
Weight. 76 lb FT = 0%F, O%E
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(Oat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 9=1048/Mechanical, 16=757/0-3-8
FORCES. (lb) - Max Comp /Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 8-9=-1042/0, 1-16=751/0, 1-2=-736/0, 2-3=-1723/0, 3-4=2148/0, 4-5=-2148/0, 5-6=-2148/0, 6-7=-1723/0,
7-8=736/0
BOT CHORD 14-15=0/1385. 13-14=0/2034, 12-13=0/2148, 11-12=0/2034, 10-11=011385
WEBS 1-15=0/980, 8-10=0/980, 2-15=-902/0, 7-10=-902/0, 2-14=0/471, 7-11=0/471, 3-14=432/0, 6-11=-432/0,
3-13=-82/343, 6-12=82/343
NOTES- (4)
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails
Slrongbacks to be attached to walls at their outer ends or restrained by other means.
4) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=l 00, Plate Increase=1.00
Uniform Loads (pif)
Vert: 9-16=-10, 1-8=-100
Concentrated Loads (lb)
This item has beenVert: 8=-291
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34569
Well USA, Inc. FL Cert 8634
6904 Parke East Blvd, Tampa FL 33810
Date:
April 6,2018
AWARNING- Verlry design parameters —d READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTekm connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not •
a truss system Before use, the building designer must verity the applicability of design parameters and property Incorporste this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k•
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, OSB-e9 and BCSI Building Component 6904 Parke East Blvd.
Safety Information evallable from Truss Plate Institute. 2111 N. Lee Street, Suite 312, Alemndfla. VA 22314. Tampa, FL 36610
Job Truss Type Qty Ply Tjo
Sq. Hms./ WELLINGTON - 3096-A
FLOOR T13714636
PSQ3096A-T F6C 1
efe ence (optional)
Mid -Florida Lumber, Banow, FL.
1-3-0
1 3x6 =
3x3 =
2
8.130 s Mar 11 2018 MiTek Industries, Inc. hn Apr 6 13:49:47 2U16 Page 1
I D:13fDz79R WkeH WIvDW4atSpy3lYl-BVaYt 1 hl6uYcfQR7AyS77gB17pR5CQhoyJjfc8zTQ Eo
1-0-4
Scale = 1 216
3x3 = 1x3 II 3x3 =
3 4 5
3x3 =
6
3X6 =
7
00
W4A /J& N * t rm A w. rl"AAMm F. " 0Am 0 0
Oro'
iiiiiii'•i•' •iiiiiiiiiiiiiii`iiiiii'iiii
3x3 11 3x3 = 3x3 = 1XJ 11 3X1 = JXJ = 3x3 = 3x3 It
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL) -0.05 12-13 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 100 BC 0.57 Vert(CT) -0.06 12-13 >999 240
BCLL 00 Rep Stress Incr YES WB 0.25 Horz(CT) -0.01 15 n/a n/a
BCDL 50 Code FBC2017/TPI2014 Matrix-R Weight: 71 lb FT = 0%F, 0%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(Ilat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 7-3-8 except Qt=length) 15=0-3-8.
lb) - Max Grav All reactions 250 lb or less at joint(s) 8, 9, 11 except 15=457(LC 1). 10=467(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-15=-450/0, 1-2=-399/0, 2-3=-758/0, 3-4=670/0, 4-5=670/0
BOT CHORD 13-14=01749. 12-13=0/670, 11-12=01670, 10-11=0/429
WEBS 1-14=0/531, 6-9=-278/0, 2-14=487/0, 5-10=-512/0, 5-11=0/327
NOTES- (3)
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
3) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
7
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34669
61iTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 6,2018
WARNING - Verify doslgn panmoten and READ NOTES ON T14S AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. IOM312015 BEFORE USE.
Design valid for use only with MlTekm connectors This design Is based only upon parameters shown, and is for an Individual budding component, not '•
truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of busses end truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 89D4 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Temps, FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714637
PS03096A-T F7 FLOOR 12 1
Job Reference (optional)
Mid-Flonda Lumber, Bartow. FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13:49:48 2018 Page 1
ID:13fDz79RWkeH WfvDW4atSpy3lYl-fh8w4 NiNtBgTHaOKkgzMY 1 gwBDmAxgl9AzSC9bzTOEn
I 1-3-0 0-11-4 0 t-1
Scale = 1.21.4
1 3x6 =
3x3 =
2
3x3 = 1x3 II 3x3 =
3 4 5
3x3 =
6
3x4 =
1x3 =
71 x3 =
3x3 II 3x4 = 3x3 = 1x3 II 3x3 = 3x3 = 3x4 = 1x3 II
12.11.4
12.11-4
DIo1n rlffeMc rY V1_ r7-n-1-A Fr4nn1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud
TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) 0.07 11 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(CT) 0.10 10-11 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.02 8 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-R
LUMBER- BRACING -
PLATES GRIP
MT20 244/190
Weight: 69 lb FT = 0%F, 0%E
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No 3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 15=694/0.3-8, 8=694/0-7-8
FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown.
TOP CHORD 1-15=-689/0, 7-8=-688/0, 1-2=-665/0, 2-3=1520/0, 3-4=-1794/0, 4-5=-1794/0, 5-6=-1510/0, 6-7=637/0
BOT CHORD 13-14=0/1247, 12-13=0/1794, 11-12=0/1794, 10-11=0/1762, 9-10=0/1225
WEBS 7-9=0/866, 1-14=0/886, 6-9=-818/0. 2-14=809/0, 6-10=0/396, 2-13=0/388, 5-10=-350/0, 3-13=432/0,
5-11=-139/259
NOTES- (4)
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means
3) CAUTION, Do not erect truss backwards
4) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34869
WTsk USA, Inc. FL Cart 6634
6904 Parks East Blvd. Tampa FL 33610
Date:
April 6,2018
Q WARNING - Vrrry daslgn Panmafsrs and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MII4473 ray. IOM312015 BEFORE USE. —
aw
Design valid for use only with Mrrek® connectofs. This design Is based only upon parameters shown, and Is for an Individual building component, not
e truss system Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOWisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 2111 N. Lee Street, Suite 312, Alexandria. VA 22314 Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714638
PS03096A-T F8 FLOOR 9 1
Job Reference (optional)
Mid -Florida Lumber, Banow, FL.
1F3-0
4x6 =
1
a.f au s mar 1 I [G1b ml I eK indusmes, mc. rn r pr o is 9y.ga cu to rage i
ID mGDcATA3H1m88oUP4o56_ly31Yk-7uillij?eVoKvkaWHNVb4FDOBc2WgDSJPdCmhlzTOEm
11 44 0*8
Scale - 1.32.7
3x4 = 34 = 3x3 = 1x3 II 3x3 = 3x3 = 3x3 =
2 3 4 5 6 7 8
1x3 II
lx3 =
4x4 = tx3 =
9 10
22 q
21
3x3 II 4x5 = 3x4 = 3x3 = 3x3 = 1x3 II 3x3 = 3x3 = 4x4 = 3x4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.33 15 >712 360 MT20 244/190
TCDL 10.0 Lumber DOL 100 BC 090 Vert(CT) -0.45 15 >519 240
BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 008 11 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight: 102 lb FT = 0%F, 0%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc purlins,
BOT CHORD 2x4 SP No. 1(flat) except end verticals
WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 20=1061/0-3-8, 11=1061/0-7-8
FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown.
TOP CHORD 1-20=-1054/0, 1-2=1078/0, 2-3=-2699/0, 3-4=-3710/0, 4-5=4215/0, 5-6=-4215/0,
6-7=3999/0, 7-8=-3251/0, 8-9=-1923/0
BOT CHORD 18-19=0/2038, 17-18=0/3331, 16-17=0/4067, 15-16=0/4215, 14-15=0/4215, 13-14=0/3760,
12-13=0/2718, 11-12=0/1100
WEBS 9-11=-1495/0, 1-19=0/1436, 9-12=0/1146, 2-19=-1335/0, 8-12=1106/0. 2-18=0/918,
8-13=0/741, 3-18=-880/0, 7-13=708/0, 3-17=01526. 7-14=0/458, 4-17=-497/0,
6-14=-545/83, 4-16=172/532
NOTES- (4)
1) Unbalanced floor live loads have been considered for this design
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means
3) CAUTION, Do not erect truss backwards
4) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34669
Will USA, Inc. FL Cart 6634
6904 Parka East Blvd. Tampa FL 33610
Date:
April 6,2018
WARNING • Verily design Paramst— and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MITek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not•
e truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Adddional temporary and permanent bracing M iTek'
Is always required for stability and to prevent collapse wdh possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt Quality Criteria. DSB-89 and SCSI Building Component e904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms / WELLINGTON - 3096-A
T13714639
PS03096A-T F8A FLOOR 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
1I3-0
8.130 s Mar 11 2018 MTek Industries. Inc. FriApr 6 13:49:50 2018 Page 1 ID:
mGDeATA3H1m88oUP4o56_ly31Yk-b4GgV2jdPpwAWl9ir4OgdSmE OSRPj_SeHxJDTzTOEI 115-
4 01 i 0W1 8 Scale
c 1:32.7 3x3 =
1x3 =
3x3 =
3x3 = 3x6 = 3x3 = 3x3 = 1x3 II 3x3 = 3x3 = 1x3 = 2
3 4 5 6 7 8 9 10 23
22
3x3
II 3x3 = 3x3 = 3x6 = 3x5 = 3x3 = 1x3 II 3x3 = 3x3 = 3x3 = 1x3 II LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL
400 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.07 13-14 >999 360 MT20 244/190 TCDL
100 Lumber DOL 1.00 BC 0.60 Vert(CT) -0.10 13-14 >999 240 BCLL
0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 001 11 n/a n/a BCDL
5.0 Code FBC2017/TPI2014 Matrix-R Weight: 105 lb FT = 0%F, 0%E LUMBER-
BRACING. TOP
CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT
CHORD 2x4 SP No 2(flat) except end verticals. WEBS
2x4 SP No.3(Ilat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except:
6-
0-0 oc bracing: 19-20,18-19,17-18 REACTIONS. (
lb/size) 21=170/0-3-8, 11=588/0-7-8, 18=1364/0-3-8 Max
Uplift 21=-79(LC 4) Max
Grav 21=295(LC 3). 11=598(LC 4), 18=1364(LC 1) FORCES. (
lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP
CHORD 1-21=-291/82, 10-11=-591/0, 2-3=-247/439. 3-4=0/1047, 4-5=0/300, 5-6=832/0, 6-
7=1250/0, 7-8=1250/0. 8-9=-1214/0, 9-10=-531/0 BOT
CHORD 19-20=244/385, 18-19=-661182. 17-18=-1047/0, 16-17=0/448, 15-16=0/1250, 14-
15=0/1250, 13-14=0/1359, 12-13=0/1023 WEBS
4-18=-878/0. 1-20=155/283, 2-19=377/0. 3-19=0/413. 3-18=-749/0, 10-12=01722, 4-
17=01995, 9-12=-683/0. 5.17=920/0, 9-13=0/266, 5-16=0/552, 6-16=-589/0, 8-
14=-271/83 NOTES- (
5) 1)
Unbalanced floor live loads have been considered for this design. 2)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 21. 3)
Recommend 2x6 s1rongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks
to be attached to walls at their outer ends or restrained by other means. 4)
CAUTION, Do not erect truss backwards. 5)
Truss Is designed with, and confines to the 2007 Florida Building Code w/2009 supplements This item has been electronically
signed and sealed
by Lee, Julius, PE using
a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified on
any electronic copies. Julius
Los PE No. 3069 MITsk
USA, Inc. FL Cert 6834 6904
Perks East Blvd, Tampa FL 33810 Date:
April
6,2018 WARNING -
Vertly dostgn paramefam and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 — 1010312015 BEFORE USE. Design
valid for use only with Mrrekm connectors, This design Is based only upon parameters shown• and is for an Individual building component, not truss
system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulldIng
design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k" IsallaysrequiredforstablldyandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthe1.
1cation, storage, delivery, erection and bracing of trusses and truss systems. see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety
Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hmsd WELLINGTON - 3096-A
T13714640
PS03096A-T F9 FLOOR 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL
0.1.8
H 1F3.0 I
4x4 =
2
ts.lsu s Mar 11 2u1 b Mt I ex maustnes, Inc. vn Apr b 13:49:DU ZU1b rage 1
ID:ESm NpBh2Lu7rrry3beVcLXEy3IYj-b4GgV2jdPpwAVN9ir40gdSmBSONLPgkSeHxJDTzTOEI
1 ofS =1.334
4x4 =
1x3 II 1x3 =
3x3 = 3x3 = 3x3 = 3x3 = 34 = 4x4 = 114 =
3 4 5 6 7 8 9 10
25 q
24 ¢'
2x3 II 4x6 = 4x4 = 3x3 = 3x3 = 3x3 = 3x3 = 4x4 = 4x8 = 24 II
110 II
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vclefl Ud PLATES GRIP
TCLL 400 Plate Grip DOL 1.00 TC 0.74 Vert(LL) 0.35 15-16 >669 360 MT20 244/190
TCDL 10.0 Lumber DOL 100 BC 0.92 Vert(CT) 0.48 15-16 >487 240
SCLL 0.0 Rep Stress Incr YES WB 068 Horz(CT) 0.08 11 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight. 104 lb FT = 0%F, 0%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 4-6-4 oc purlins,
BOT CHORD 2x4 SP No. 1(flat) except end verticals.
WEBS 2x4 SP No.3(flal) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
Except:
2-2-0 oc bracing: 15-16
REACTIONS. (lb/size) 21=1079/0-7-8, 11=1079/0-7-8
FORCES. (lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-21=-1072/0, 10-11=-1073/0, 1-2=1052/0, 2-3=-2724/0, 3-4=-3784/0, 4-5=4361/0,
5-6=4361/0, 6-7=-4298/0, 7-8=-3794/0, 8-9=2721/0, 9-10=-1053/0
BOT CHORD 19-20=0/2035, 18-19=0/3382, 17-18=0/4172, 16-17=0/4361, 15-16=0/4361, 14-15=0/4187,
13-14=0/3378, 12-13=0/2036
WEBS 10-12=0/1431, 1-20=0/1430, 9-12=1367/0, 2-20=-1367/0, 9-13=0/952, 2-19=0/957,
8-13=-914/0, 3-19=916/0, 8-14=0/578, 3-18=0/559, 7-14=-547/0,4-18=-540/0,
7-15=-85/330, 4-17=132/506, 6-15=344/206
NOTES- (3)
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 slrongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means
3) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 341169
Well USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 6,2018
AWARNING - Vanity daslgn pammefars and READ NOTES ON INS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rov. 1010312015 BEFORE USE.
Design valid for use only wah MiTek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
truss system. Before use, the building designer must verify the applicability of design parameters and property Irx:orporals this design Into the overall
Dullding design Bracing Indicated Is to prevent buckling of individual truss vab and/or chord members only Additional temporary and permanent brecing MiTek• Is always required for stability and to prevent collapse wkh possible personal injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 215 N Lee Street, Sude 312. Alexandria, VA 22314. Tampa, FL 38610
Job Truss Truss Type city Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714641
PS03096A-T FT1 FLOOR 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13:49:51 2018 Page 1
ID:NJeA50DOZzYPKzVhozPTsy3WIz-3Gg3iOkGA62181 kvPoX3AgIMXOwg8HdcsxhslwzTOEk
3-5.8
3.5-8
4x4 = 5 6 2 2x4 II
Scale = 1.9.4
1 5x4 II 4x4 =
3-5-8
LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in loc) Vdefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) 000 4 "" 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 001 Vert(CT) -0 00 4 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 5.0 Code FBC2017frP12014 Matrix-P Weight: 39 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No 2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing
REACTIONS. (Ib/size) 4=1407/Mechanical, 3=879/Mechanical
FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 1-4=-1399/0. 2-3=-87110
NOTES- (6)
1) 2-ply truss to be connected together with 10d (0.148"xW) nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc
Webs connected as follows: 2x4 - 1 row at 0-9.0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Refer to girder(s) for truss to truss connections.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1056 lb down at 0-8-0, and
1056 lb down at 2-0-0 on lop chord The design/selection of such connection device(s) is the responsibility of others.
6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced), Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 3-4=5, 1-2=-50
Concentrated Loads (lb)
Vert: 5=-1056(F) 6=-1056(F)
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34369
MiTek USA, Inc. FL Cart e634
6904 Parke East Blvd. Tampa FL 33610
Date:
April 6,2018
WARNING . Vrlry design parameters and READ NOTES ON TMS AND INCLUDED W TEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valld for use only with MFTek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
a truss system Before use. the building designer must verify the applicablllty of design parameters and property Incorporate this design into the overall
bullding design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek'
Is always required for stebildy and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714842
PS03096A-T FT2 FLOOR 1
Job Reference (optional
Mid-Flonda Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13:49:52 2018 Page 1
ID:NJeA50DOZzYPKzVhozPTsy3Wjz-XTORwkluxOAumBJ5zV21itrb8gG3tkd5a001 MzTOEj
3-5-0
4x4 = 5 2 2x4 II
1 5x4 II 4x4 =
Scale = 1.9 4
LOADING (psf) SPACING- 1-0-0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 047 Vert(LL) 000 4 "" 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 001 Vert(CT) -0.00 4 >999 240
BCLL 00 Rep Stress Incr NO WB 0.00 Horz(CT) -0 00 3 n/a n/a
BCDL 50 Code FBC20171TPI2014 Matrix-P Weight: 38 Ib FT = 0%
LUMBER- BRACING.
TOP CHORD 2x6 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2 BOT CHORD
REACTIONS. (lb/size) 4=42 1 /Mechanical, 3=681/Mechanical
FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-4=-413/0, 2-3=-673/0
Structural wood sheathing directly applied or 3-5-0 oc purlins,
except end verticals.
Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES- (5)
1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated
3) Refer to girder(s) for truss to truss connections
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=l 00
Uniform Loads (plf)
Vert 3-4=5, 1-2=-50
Concentrated Loads (lb)
Vert: 5=930
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies
Julius Lot PE No. 34669
MITek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Temps FL 33610
Date:
April 6,2018
WARNING - Varlry daslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. f aV3/2015 BEFORE USE.
Deslgn valid for use only with MITek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
e truss system Before use, the building designer must verify the epplleablllty of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714643
PSQ3096A-T G1 FLAT 1
Job Reference (optional
Mid-Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn Apr 6 13:49:53 2018 Page 1
ID:ESm NpBh2Lu7my3beVcLXEy31Yj-9fyp74mWikllNLuHWDZXF5onAER5c4AvKEAzgozTQEi
2.0.2 ) 110-7 + 5-8-13 7-7-3 + 9-5.9 11-3-14 r _ 13-4.0
2-0.2 1-10-8 1-1f}8 1-10-6 1-10-8 1-10.8 2-0-2
Scale = 1 22 4
2x4 II 5x8 = 1 5x4 II 4x4 =
54x4=
1.5x4 II 5X8 = 2x4 II
7 8
16 cx4 n bxd = cx4 n cx4 n oxo — cx+ n 9
4x4 = 4x4 =
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
SPACING- 1-4-0
Plate Grip DOL 100
Lumber DOL 100
Rep Stress Incr NO
Code FBC2017rrP12014
CSI.
TC 0.39
BC 0.73
WB 0.51
Matrix-R
DEFL. in (loc) I/defl Ud
Vert(LL) -0.12 12-13 >999 360
Vert(CT) -0.16 12-13 >958 240
Horz(CT) 0.03 9 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 218 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc purlins,
BOT CHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 16=2794/0-7-8.9=2794/0-7-8
Max Uplift 16=-762(LC 4), 9=762(1_C 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-16=-405/118, 1-2=-520/142, 2-3=7271/1982, 3-4=-7271/1982, 4-5=-8876/2420, 5-6=-7271/1982, 6-7=-7271/1982,
7-8=520/142, 8-9=-405/118
BOT CHORD 15-16=1207/4424, 14-15=1207/4424, 13-14=-2420/8876, 12-13=-2420/8876, 11-12=-2420/8876, 10-11=1207/4424,
9-10=-1207/4424
WEBS 2-16=-4390/1197, 2-14=-872/3202, 3-14=-543/164, 4-14=-1805/493. 5-11 =-1 805/493, 6-11=-543/164, 7-11=-872/3202,
7-9=-4390/1197
NOTES- (9)
1) 3-ply truss to be connected together with 10d (0.148"x3") nails as follows,
Top chords connected as follows. 2x4 - 1 row at 0-8-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc
Webs connected as follows, 2x4 - 1 row at 0-9-0 oc
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated
3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=15ft; Cat II; Exp B; Encl.,
GCpi=0.18, MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding. This Item has been5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide electronically signed and
will fit between the bottom chord and any other members. Sealed by Lee, Julius, PE
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 762 lb uplift at joint 16 and 762 lb uplift using a Digital Signature.
at joints Printed copies of this
8) Girder carries tie-in span(s): 6-8-0 from D-0-0 to 13-4-0; 7-0-0 from 0-0-0 to 13-4-0
document are not Considered9) Truss is designed with, and confines to the 2007 Florida Building Code w/2009 supplements.
signed and sealed and the
LOAD CASE(S) Standard signature must be verified
1) Dead + Roof Live (balanced): Lumber Increase=l 00, Plate Increase=1.00
on any electronic copies. Uniform Loads (plf) Julius PE69 Vert:
1-8=31l(F=-244),9-16=-118(F=-111) US Inc.
LC MiTek USA, cFL Cert 8634 6904 Parke East
Blvd, Temps FL 33610 Date: April 6,
2018
WARNING - verify design
parameters and READ NOTES ON rIUS AND INCLUDED MITEK REFERENCE PAGE MIJ-7473 ray. 1010312015 BEFORE USE. Design valid for
use only with MITek4b connectors This design is based only upon parameters shown, and Is for an Individual building component, not • a truss system
Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing
Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required
for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery,
erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety Information available
from Truss Plate Institute. 218 N Lee Street Suite 312. Aht andda, VA 22314 Tampa. FL 36610
Job Truss Truss Type Gty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714844
PS03096A-T G2 FLAT 1
job Reference(oplionall
Mid -Florida Lumber, Bartow, FL. 8.13u s Mar 11 2u16 MI I elc Industnes, Inc. t-n Apr a 13:49.54 2u18 rage 1
ID leKMb9CJpfDsN6eoCD7a4Sy3lYi-TrVBL0n8T10C?VTT4w4mnlwtBdkZLR32ZuvXMEzTOEh
2-6-0
25-
2.27-b8-48 1.04.1120 I 22.5.13 14-1-7 17-3-2 7-102 2-2.-0 2484 2744 2
2-4-10 24-10 24-10 2-4-1284 6 2.6-0 ff- Y
am 5X5 = 4x4 =
6 9
Scale = 1:
46 5 5x8 = 1
5x4 II 6x6 = 10 11
12 4x4 II
7,11 _ y 2x4
II
7x8 = 2x4 I I 04 = 2x4 II 4x8 = 4x4 = 2x4 II 6xB = 3.4 II THIS TRUSS
IS NOT SYMMETRIC. PROPER ORIENTATION
IS ESSENTIAL. 2-8-
010-1-2 12-5-13 1 14-10.7 17.3.2 19-7-12 2 1 24-8.4 2-8-
0 2-6-4 2-6-4 2'4;20 2.4-10 2-4-10 2-4-10 2-0-10 2-6-0 2-6-0 LOADING (psi)
SPACING- 2-0-0 CSI. OEFL. in floc) Well Ud PLATES GRIP TCLL 40.
0 Plate Grip DOL 100 TC 0.76 Vert(LL) 0.80 18-19 408 360 MT20 244/190 TCDL 10.
0 Lumber DOL 100 BC 0.90 Vert(CT) 1.09 18-19 297 240 BCLL 0.
0 Rep Stress Incr NO WB 0.85 Horz(CT) 0.08 13 n/a n/a BCDL 50
Code FBC2017rTP12014 Matrix-R Weight. 445 lb FT = 0% LUMBER- BRACING -
TOP CHORD
2x4 SP No.2 TOP CHORD BOT CHORD
2x6 SP No.2 *Except' 13-21
2x6 SP No.1 BOT CHORD WEBS 2x4
SP No.3 REACTIONS. (lb/
size) 24=3167/0-7-8, 13=2227/0-3-8 Max Uplift
24=-829(LC 4), 13=613(LC 4) FORCES. (lb) -
Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD
1-24=-2197/594, 1-2=-5850/1551, 2-3=5850/1551, 3-4=11293/3067, 4-5=-11293/3067. 5-6=
14342/3927, 6-7=-14342/3927, 7-8=14011/3845, 8-9=-14034/3853, 9-10=-
13237/3638, 10-11=-4939/1358, 11-12=-4939/1358, 12-13=1893/530 BOT CHORD
23-24=221/836, 22-23=-2560/9499, 21-22=2560/9499, 20-21=-3675/13476. 19-20=-
3675/13476,18-19=-3927/14342,17-18=-3927/14342,16-17=-3638/13237, 15-16=-
2728/9917,14-15=-2728/9917,13-14=-167/597 WEBS 5-
21=-2352/656, 5-19=271/933, 7-17=-357/106, 9-17=-232/858, 9-16=-513/161, 3-22=-
70/343, 1D-15=-60/297, 1-23=1423/5364, 3-23=-3904/1080, 3-21=542/1919, 12-14=-
1274/4645, 10-14=-5325/1465, 10-16=-974/3552 Structural wood
sheathing directly applied or 4-9-15 oc purlins, except end
verticals. Structural wood
sheathing directly applied or 10-0-0 oc bracing. Except 2-
2-
0 oc bracing: 17-18 NOTES- (10)
1) 3-
ply truss to be connected together with 10d (0.148"xW) nails as follows: Top chords
connected as follows, 2x4 - 1 row at 0-7-0 oc Bottom chords
connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected
as follows 2x4 - 1 row at 0-9-0 oc. 2) All
loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections
have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind:
ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft, Cat. II; Exp B; Encl , GCpi=O
18, MWFRS (envelope) gable end zone, Lumber DOL=1.60 plate grip DOL=1.60 4) Provide
adequate drainage to prevent water ponding. 5) This
truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This
truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit
between the bottom chord and any other members. 7) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 829 lb uplift at joint 24 and 613 lb uplift at joint
13. 8) Girder
carries tie-in span(s): 19-6-4 from 0-0-0 to 3-5-0 9) Hanger(
s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 898 lb down and 248 lb up at 19-7-
12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Truss
is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. LOAD CASE(
S) Standard This item
has been electronically signed
and sealed by
Lee, Julius, PE using a
Digital Signature. Printed copies
of this document are
not considered signed and
sealed and the signature must
be verified on any
electronic copies. Julius Lot
PE No.34869 Wait USA,
Inc. FL Cert 6634 4904 Parke
East Blvd. Tamps FL 33810 Date: AWARNING -
Verify
design parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PA E Mf1.7473 rov. 10103/2015 BEFORE USE. Design valid
for use only with MITak® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not • truss system.
Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design.
Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary end permanent bracing M iTe k' Is alwaysrequiredforstabildyandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication, storage,
delivery, erection and bracing of trusses and truss systems, see ANSUTPII Ousllty Criteria, DSB49 and BCSI Building Component 6904 Parke Eau Blvd Safety Information
available from Truss Plate Institute, 210 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610 April 6,
2018
Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714644
PSQ3096A-T G2 FLAT 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13:49:54 2018 Page 2
ID:IeKMb9CJpfOsN6eoCD7a4Sy3lYi-TrVBLQn8T1 Qc7VTT4w4mnlwtBdkZLR32ZuvXMEzTOEh
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1 00
Uniform Loads (plf)
Vert: 1-12=-100, 24-25=-475(F=-465), 13-25=-10
Concentrated Loads (lb)
Vert: 16=898(F)
Q WARNING - verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PA E MB-7a73 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MITek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
truss system Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI/ Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314. Tamps, FL 36810
Job Truss Truss Type oty Ply Park Sq. HITS] WELLINGTON - 3096-A
T13714645
PSo3096A-T G3 FLAT 1
Job Reference (optional
Mid-Flonda Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc Fn Apr 6 13:49 55 2018 Page 1
ID IeKMb9CJpfOsN6eoCD7a4Sy31Yi-y23ZYmnmELYTdf2geeb7KWr2K13W4tSBnYf4uhzTOEg
2.8.8 5-7-10 8-6-13 11-5-15 14-5-2 17-0-4 20- 12 2.
1 2-11-2 2-11-2 2-11-2 2-11-2 2-11-2 2-8-8 Scale =
1,33 9 7x6 =
1 5x4 11 4x8 = 1.5x4 11 1.5x4 II 5x8 = 1 5x4 II 76 = 1x4
II 7x8 = 7x6 = 4x4 = 4x4 = 2x4 II 7x8 = 4x4 II 2-
8-8 5-7-10 8$-13 11.5-15 F 145.2 I 17-4-4 F 20-0-12 LOADING (
psf) TCLL
400 TCDL
10.0 BCLL
0.0 BCDL
5.0 SPACING-
2-0-0 Plate
Grip DOL 1.00 Lumber
DOL 1.00 Rep
Stress Incr NO Code
FBC2017/TPI2014 CSI.
TC
0.73 BC
0.99 WB
0.91 Matrix-
R DEFL.
Vert(
LL) Vert(
CT) Horz(
CT) in (
loc) Udef1 Ud 0.
32 12-13 >740 360 0.
44 12-13 >538 240 0.
04 9 n/a n/a PLATES
GRIP MT20
244/190 Weight
213 lb FT = 0% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6.11 oc purlins, BOT
CHORD 2x6 SP No.2 except end verticals WEBS
2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (
lb/size) 16= 1204/0-7-8. 9=3276/0-3-8 Max
Uplift 16=-333(LC 4), 9=-906(LC 4) FORCES. (
lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP
CHORD 1-16=-1043/297, 1-2=-2639f729, 2-3=-2639/729, 3-4=-6263/1732, 4-5=-6263/1732, 5-
6=6263/1732, 6-7=-4085/1129, 7-8=-4085/1129, 8-9=-1564/441 BOT
CHORD 15-16=92/323, 14-15=1375/4971, 13-14=-1375/4971, 12-13=-1732/6263, 11-
12=-1680/6075, 10-11=-1680/6075, 9-10=146/520 WEBS
1-15=-681/2473, 4-13=312/112, 8-10=-1050/3806, 6-10=-2094/580, 3-15=-2454/680, 3-
13=-375/1359 NOTES- (
9) 1)
2-ply truss to be connected together with 10d (0 148"x3") nails as follows: Top
chords connected as follows: 2x4 - 1 row at 0.9-0 oc. Bottom
chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs
connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)
All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)
Wind: ASCE 7-10; Vult=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; Cat. 11; Exp B; Encl , GCpi=
0.18, MWFRS (envelope) gable end zone: Lumber DOL=1.60 plate grip DOL=1.60 This item has been 4) Provide adequate drainage to prevent water ponding. 5)
This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 6) '
This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide sealed by Lee, Julius, PE will
fit between the bottom chord and any other members. using a Digital Signature. 7)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint 16 and 906 lb uplift Printed copies of this atjoint9. 8)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 898 lb down and 248 lb up at document are not considered 17-
4-4. and 1407 lb down and 389 lb up at 19-11-0 on bottom chord. The design/selection of such connection device(s) is the signed and sealed and the responsibility
of others. signature must be verified 9)
Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. On any electronic Copies. LOAD
CASE(S) Standard Julius
Lee PE No. 34366 1)
Dead + Roof Live (balanced), Lumber Increase=1.00, Plate Increase=1.00 MITek USA, Inc. Fl. Cert 6634 Uniform
Loads (plf) 6204 Parke East Blvd. Tampa FL 33610 Vert
1-8=-100, 9-16=10 Date: April
6,2018 Q
WARNING - verify dos/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA E MI1.7473 rev. 10/03/2015 BEFORE USE. Design
valid for use only with MlTekm connectors This design Is based only upon parameters shown, and Is for an Individual building component, not • a
truss system Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall hwiding
design Bracing Indicated Is to prevent buckling or Individual truss web and/or Chord members only Addnlonsl temporary and permanent bracing M iTe k' IseiwsysrequiredforstabliityandtopreventcollapsewithPossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 Quality Criteria, OSB-89 and BCSI Building Component 6804 Parke East Blvd. Safety
Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type 0ty Ply Park Sq Hms./ WELLINGTON - 3096-A
T13714645
PS03096A-T G3 FLAT 1
JobReference(o do al
Mid -Florida Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc. FriApr 6 13 49.55 2018 Page 2
I0:ieKMb9CJpfOsN6eoCD7a4Sy3lYi-y23ZYmnmELYTdf2geeb7KWi2K13W41SBnYf4uhzT0 Eg
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 9=-1407(B) 10=898(F)
WARNING - Verify daslgn pa —fors and READ NOTES ON TKS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. IOM312015 BEFORE USE.
Design valid for use only with MfTek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
a truss system Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design, Bracing Indicated is to prevent buckling of Individual truss web and/or Chord members only. Adddional temporary and permanent bracing M iTek'
Is always required for stabildy and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-0g and BCSI Building Component 69D4 Parke East Blvd.
Safety Informatlon available from Truss Plate Inslltule, 216 N Lee Street, Suite 312, Alexantlda, VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714646
PS03096A-T G4 FLAT 1
Job Reference (optional)
Mid-Flodda Lumber, Bartow, FL 8 130 s Mar 11 2018 MTek Industries, Inc. Fn Apr 6 13:49:56 2018 Page 1
I D:ArukoVC xZy8j 7GD_Iwepcty3lYh-Q Edym6oO7fg KEod sC L7 E ljOFd R PopPf LOC Od R7 zTQE I
2 8 8 ) 5-7-10 8.6-13 11-5-15 14-5-2 17.4-0 20.0.12
2. 1 2-11-2 2-11.2 2-11-2 2-11-2 2-11-2 2-8.8
5x5 = 1.5x4 II 4x8 =
1 2 3
1e ._
3x4 II
6x8 = 7x6 =
4x4 = 5x5 =
5 6
12 11
2x4 II 4x8 =
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
Stale = 1:34.0
4x8 = 3x4 II
9
2x4 11
5x5 =
2-8-8 5-7-10 8.8-13 ) 11-5-15 14-5-2 1744 20W2-8-8 2-11-2 2-11-2 2-11-2 2-11-2 2-11-2 2 8 8
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 40.0 Plate Grip DOL 1.00 TC 0.63
TCDL 10.0 Lumber DOL 1.00 BC 0.98
BCLL 0.0 Rep Stress Incr NO WB 0.59
BCDL 5.0 Code FBC2017/TPI2014 Matrix-R
DEFL. In (loc) Udell Ud PLATES GRIP
Vert(LL) -0.32 12 >743 360 MT20 244/190
Vert(CT) -0.44 12-13 >541 240
Horz(CT) 0.05 9 n/a n/a
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 16= 120410-7-8. 9= 1869/0-7-8
Max Uplift 16=-333(LC 4). 9=517(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-16=-1043/298, 1-2=-264lf730, 2-3=-2641/730, 3-4=-6324/1749,4-5=-6324/1749,
5-6=5845/1616, 6-7=-5845/1616, 7-8=-472/132
BOT CHORD 15-16=-92/323, 14-15=1373/4962, 13-14=-1373/4962, 12-13=-1749/6324,
11-12=-1749/6324, 10-1 1=-1 180/4267. 9-10=1180/4267
WEBS 1-15=-681/2474, 3-15=2443/677, 3-13=-396/1433, 4-13=-316/113, 5-11=-504/202,
6-11=-307/111, 7-11=-459/1661, 7-10=-171/713, 7-9=4052/1119
Weight: 213 lb FT = 0%
Structural wood sheathing directly applied or 4-6-15 oc purlins,
except end verticals.
Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES- (9)
1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows, 2x6 - 2 rows staggered at D-9-0 oc.
Webs connected as follows: 2x4 - 1 row at D-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated
3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl.,
GCpi=O 18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 Ili uplift at joint 16 and 517 lb uplift
at joint 9.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 898 lb down and 248 lb up at
17-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
9) Truss Is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-8=100, 9-16=10
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No, U869
Wek USA, Inc. FL Cert 6654
6904 Parke East Blvd. Tampa FL 73610
Dale:
April 6,2018
Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEN REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MITek® connectors This design is based only upon parameters shown, and Is for an Individual building component, not •
truss system. Before use, the budding designer must verity the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary end permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1rrPl1 Quality Criteria, DSBae and BCSI Building Component 6904 Parke East Bind.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandds, VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms / WELLINGTON - 3096-A
T13714646
PS03096A-T G4 FLAT 1
Job Reference (optional)
Mid -Florida Lumber, Barlow. FL 8.130 s Mar 11 2018 MiTek Industries, Inc Fri Apr 6 13 49:56 2018 Page 2
ID:ArukoVCxZyBj7GD twepcfy3lYh-OEdym6o07fgKEodsCL7EgOFdRPopPfLOCOdR7zT0Ef
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 10=898(F)
Q WARNING • Vwlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA E MII.7473 rev. 10103/20/6 BEFORE USE.
Design valid for use only with Mfrekm connectors This design Is based only upon parameters shown, and Is for an Individual building component, not
truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
bulIding design. Bracing Indicated Is to prevent buckling of Individual truss web andlor chord members only. Adddional temporary and permanent bracing MiTek• Is always required for stabildy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd
Ssfoty Information available from Truss Plate Institute, 218 N. Lee Street, Suits 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms./ WELLINGTON - 3096-A
T13714647
PS03096A-T G5 FLAT 1 q
JJob Reference (optional
Mid-Flonda Lumber, Bartow, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn Apr 6 13:49.57 2018 Page 1
ID ArukoVCxZy8j7GD_Iwepcfy3lYh-uOBKzSpOmyo8syC213eTPxYL9rixYoMUFs8BzZzTOEe
4-4-14 6-61 9± 11-1-14 14-1-12 1636 18-4-15 20-&4
2-3.5 2-1-9 2-1-10 2.11-14 1-7-8 2-11-14 2-1-10 2-1-9 2-3-5
Scale = 1.36 1
4x4 = 1 5x4 II 4xB = 1 5x4 II 4x4 = 5x5 = 54 = 5x10 = 1.5x4 II 74 =
1 2 3 4 5 6 7 B 9 10
20 21 11
3x4 II 5X8 = 2x4 II 8x10 MT20HS = 2x4 11 2x4 II Sx8 = 2x4 11 702 = 5.6 MT20HS I I
8-8-B 9-6 11-1-14 14.1.12 16-3.8 18.4-15 20-&4
2.3.5 2-1-9 2-1-10 2-11-14 1.7-8 2-11.14 2-1-10 2.1.9 2-3-5
Plate Offsets (X,Y)— 17 0-3-0 0-3-41 111:Edae.D-3-81, f 17:0-4-12.0-4-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP
TCLL 400 Plate Grip DOL 1.00 TC 0.90 Vert(LL) -0.54 14-15 >450 360 MT20 244/190
TCDL 10.0 Lumber DOL 100 BC 0.92 Vert(CT) -0.75 14-15 >327 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WB 088 Horz(CT) -0 08 20 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight, 339 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins,
BOT CHORD 2x6 SP No 1 'Except' except end verticals.
11-17. 2x6 SP DSS BOT CHORD Structural wood sheathing directly applied or 1D-0-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
1-20,10-11,10-12,1-19,3-19,3-17,8-12,8-14. 2x4 SP No.2
REACTIONS. (lb/size) 20=2610/0-3-8, 11=5163/0-7-8
Max Uplift 20=-723(LC 4), 11=1434(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
TOP CHORD 1-20=-2277/638, 1-2=-5082/1407, 2-3=-5082/1407, 3-4=14284/3960, 4-5=-14273/3953,
5-6=20813/5768, 6-7=-24330/6744, 7-8=24330/6744, 8-9=-9757/2708, 9-10=9757/2708,
10-11=-4447/1243
BOT CHORD 19-20=166/592, 18-19=2823/10186, 17-18=-2823/10186, 16-17=-5768/20813,
15-16=-5768/20813,14-15=-5768/20813,13-14=-5369/19350,12-13=-5369/19350,
11-12=-342/1223
WEBS 5-17=-6901/1916, 6-14=-1025/3694, 7-14=-2429/697, 1D-12=-2595/9357, 5-16=-407/1538,
6-15=-1047/310, 3-18=-58/271, 1-19=-1362/4923, 3-19=-5597/1552, 3-17=-1233/4445,
9-12=-298/105, 8-13=-318/1207, B-12=-1 0520/2917, 8-14=-1 508/5458
NOTES- (11)
1) 3-ply truss to be connected together with 10d (0 148"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc
Webs connected as follows, 2x4 - 1 row at 0-9-0 oc
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated.
3) Wind ASCE 7-10; Vul1=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B; Encl.,
GCpi=0.18, MWFRS (envelope) gable end zone, Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise Indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 723 lb uplift at joint 20 and 1434 lb uplift
at joint 11.
9) Girder carries tie-in span(s): 5-0-0 from 14-1-12 to 20-8-4
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2168 lb down and 600 lb up at
14-1-12 on top chord, and 1444 lb down and 399 lb up at 14-1-12, and 649 lb down and 179 lb up at 15-7-8 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lse PE No. 34869
MiTek USA, Inc. FL Cart 6634
6904 Parks East Blvd. Tampa FL 33610
Date:
WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIJ-7473 rev. IOM312015 BEFORE USE.
Design valid for use only with MrTekV connectors This design is based only upon parameters shown, and Is for an Individual building component, not •
truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing indicated Is to prevent buckling of individual truss web end/or chord members only. Additional temporary end permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-09 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suds 312. Alexandria, VA 22314 Tempe, FL 36610
April 6,2018
Job Truss Truss Type Oty Ply Park Sq. Hms / WELLINGTON - 3096-A
T13714647
PSO3096A-T G5 FLAT 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13 49 57 2018 Page 2
ID:ArukoVCxZy8j7GD Iwepcty3lYh-uOBKzSpOmyo8syC213eTPxYL9rIxYoMUFs8BzZzTOEe
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-7=100, 7-10=298, 11-20=-10
Concentrated Loads (lb)
Vert: 14=1444(F) 7=2168 21=-649(F)
0 WARNING - Verlry design paramerers and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not ,•
a truss system Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW
always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd
Safety Inlormatlon avallable from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Perk Sq. Hms./ WELLINGTON - 3096-A
T13714648
PS03096A-T G6 FLAT 1
Job Reference (optional
Mid-Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries. Inc. Fri Apr 6 13:49:58 2018 Page 1
ID:e 1 S60rDaKGGadOoAJe929ty31Yg-MdlAngfXGw2U6nFJm9ly85V WF5FHH3e7 WtkVOzTOEd
3.8-8 8.9-4 10-" 13-2-12 18-5-8 20-"
3.6.8 3-2-12 3-2-12 3-2-12 3-2-12 3-6-8
1.5x4 II 4x10 = 1.5x4 II 4x10 = 1 5x4 II 6x8 =
16x8 =
Scale = 1 35.8
14
6x8 MT20HS II 7x12 — 2x4 II 8x10 MT20HS = 2x4 II 7x12 = 6x8 MT20HS II
i 3-2-4
3.8.8i P -.4 10-0-0i 13-2.12 1&5-8 20-0-0 I
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) ude0 Ud PLATES GRIP
TCLL 400 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.61 11 >385 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(CT) -0.84 11 >280 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.08 8 n/a n/a
BCDL 5.0 Code FBC20171TPI2014 Matrix-R Weight 220 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 2-1-13 oc purlins,
BOT CHORD 2x6 SP DSS except end verticals.
WEBS 2x4 SP No.t Except' BOT CHORD Structural wood sheathing directly applied or 8-11-9 oc bracing.
1-14,7-8: 2x6 SP No.2, 4-11,2-13,3-12,6-9,5-10: 2x4 SP No 3
REACTIONS. (lb/size) 14=3459/0-7-8, 8=3459/0-7-8
Max Uplift 14=-976(LC 4), 8=-976(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-14=-2861/820, 1-2=-8993/2536, 2-3=-8993/2536, 3-4=16334/4608, 4-5=-16334/4608,
5-6=8993/2536, 6-7=-8993/2536, 7-8=-2861/820
BOT CHORD 13-14=479/1691, 12-13=-4305/15258, 11-12=-4305/15258, 10-11=-4305/15258,
9- 1 0=-4305/15258, 8-9=-479/1691
WEBS 4-11=-999/310, 2-13=-913/287, 1-13=-2142f7602, 3-12=68/338, 3-13=-6534/1845,
3-11=-316/1123, 6-9=-913/287, 5-10=-68/338, 7-9=-214277602, 5-9=-6534/1845,
5-11=-316/1123
NOTES- (10)
1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows,
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 GC, 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at D-9-0 oc
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. This Item has been3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3 Opsf, h=15ft, Cal Il, Exp B, Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1 60 plate grip DOL=1.60 electronically signed and
4) Provide adequate drainage to prevent water ponding sealed by Lee, Julius, PE
5) All plates are MT20 plates unless otherwise indicated. using a Digital Signature. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed Copies Of this7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
documentwillfitbetweenthebottomchordandanyothermembers. are not considered
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 976 lb uplift at joint 14 and 976 lb uplift signed and sealed and the
at joint 8. signature must be verified
9) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 20-0-0
on any electronic copies. 10) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Julius Lee PE No. 3069
LOAD CASE(S) Standard MiTek USA, Inc. FL Cert 6634
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 904 Parke East Blvd. Tempe FL 33610
Date:
April 6,2018
AWARNING - Verify doslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not •
a truss system Before use, the building designer must verify the appllubil y of design parameters and property Incorporate this design Into the overatl
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOWalwaysrequiredforstab9dyandtopreventcollapuwithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthe
fabrication, storage, delivery, erection and bracing of trusses and truss systems, $ee ANSIRP11 Quality Criteria, DSB-89 and SCSI Building Component 8904 Parke Eau Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Nexendria, VA 22314 Tampa, FL 36610
Job Truss Truss Type 0ty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714648
PS03096A-T G6 FLAT 1
Job Reference (optional
Mid-Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13 49:58 2018 Page 2
ID:el S6OrDaKGGadQoAJe929ty3lYg-McI AngfXGw2U6nFJm9iy85VWF5FHH3eTWtkVOzTOEd
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert 1-7=344(1`=-244), 8-14=-10
AWARNING - Verify design paramefera and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PA E MII.7479 rev. 1010312015 BEFORE USE. reenew Design valid
for
use only with MFTek® connectors, This design Is based only upon parameters shown, and Is for an individusl building component, not • a truss system.
Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing
Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k' Is always required
for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fsbrketion, storage, delivery,
erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-09 and SCSI Building Component 6904 Parke East Blvd Safety Informatlon available
from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq. Hms / WELLINGTON - 3096-A
T13714649
PS03096A-T H1 HIP 1 1
Job Reference (optional
Mid-Florida Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc Fri Apr 6 13.49 59 2018
ID:el S6OrDaKGGadQoAJe929ty3IYg-gpJ407gHla2v5GLRtTgxUMehKeSsOhmniAdl2;
1-0 SA-0 15-M 181-0 22-4-0 28-0.0 29-9.12 33-0-0 38-3-8 40-0-0
9-0-0 3.4-0 4-0-0 4.0-0 3.5.12 3-2.4 3-3-8 311
5x5 =
5x8 =
6
Scale = 169 8
4x6 = 21 20 19 18 16 15
2x4 II 7x6 = 4x8 = 4x6 =
8x8 MT20HS =
4x4 = 10xto =
5x14
5-8-0 15-0-0 18-0-0 224-0 i 28-0-0 29-9-12 33-0-0 40-0-0
S-B-0 9-4-0 4-0-0 4-0-0 3.5.12
Plate Offsets (X Y)— f2 0-9-0 Edaelf5:0-2-8.0-2-41.f6:0.6-0,0-2-81.f10.0-4-0.0-1-151.f12:0-3-7.D-3-01.f17:0-4-0.0-4-81.[20:D-3-0.0-4-81 LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 086 Vert(LL) -0 39 17 >999 240 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.79 17 >606 180 MT20HS 187/143 BCLL
0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.18 12 n/a n/a MT18HS 244/190 BCDL
10.0 Code FBC2017/TPI2014 Matrix-R Wind(LL) 040 16-17 >999 360 Weight: 284 lb FT = 0% LUMBER.
BRACING - TOP
CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 1-7-1 oc purlins. 8-
10: 2x6 SP No 2 BOT CHORD Structural wood sheathing directly applied or 5-4-6 oc bracing. BOT
CHORD 2x6 SP No.2 'Except' WEBS 1 Row at micipt 7-18 12-
17: 2x6 SP No.1 WEBS
2x4 SP No 2 'Except' 10-
15: 2x6 SP No.2. 5-19,6-18,8-16,3-21,6-19,11-15. 2x4 SP No.3 WEDGE
Right:
2x4 SP No.3 REACTIONS. (
lb/size) 2=2019/0-3-8. 12=3463/(0.3-8 + bearing block) (req. 0-4-1) Max
Horz 2=155(LC 8) Max
Uplift 2=-612(LC 8), 12=-1231(LC 9) FORCES. (
lb) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=-3914/1121, 3-4=-3518/1032, 4-5=-3097/979, 8-9=-6869/2318, 9-10=-6057/2185, 10-
11=-6976/2463, 11-12=-7084/2507, 6-7=-3353/1095, 7-8=-5777/1921, 5-6=2733/905 BOT
CHORD 2-21=-1061/3425, 20-21=-1061/3425, 19-20=-874/3092, 18-19=-710/2982. 17-
18=-1204/4312, 16-17=-2146/6876, 15-16=-2145/6599, 12-15=2163/6257 WEBS
10-15=952/2843, 5-19=-366/1095, 6-18=-679/1867, 6-19=-773/310, 9-16=-58/384, 7-
17=-979/2770, 9-15=-764/187, 7-18=-2258/903, 8-17=-3115/1164. 3-20=-402/220, 4-
20=-82/341, 4-19=545/290 NOTES- (
11) 1)
2x6 SP No.1 bearing block 12" long at jt. 12 attached to front face with 3 rows of 10d (0.148"x3") nails spaced 3" D.C. 12 Total This Item has been fasteners. Bearing is assumed to be SP No.1. 2)
Unbalanced roof live loads have been considered for this design. electronically Signed and 3)
Wind. ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl. sealed by Lee, Julius, PE GCpi=
0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1 60 using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed copies Of this 5) All plates are MT20 plates unless otherwise indicated. 6)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 7) '
This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will
fit between the bottom chord and any other members. Signature must be Verified 8)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 612 lb uplift at joint 2 and 1231 lb uplift on any electronic copies. atjoint12. 9)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2168 lb down and 824 lb up at 54669
JuliusLeePENo. MiTek
USA, Inc.. 865art 6634 33-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6904
Parke East Blvd. Tampa FL 70610 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11)
Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Date: April
6,2018 Q
wARN1NG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design
valid for use only with MITek® Connectors, This design Is based only upon parameters shown, and Is for an Individual building Component, not • e
truss system Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building
design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' IsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 59D4 Parke East Blvd Safety
Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714849
PS03096A-T H1 HIP 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industnes, Inc. Fri Apr 6 13,49 59 2018 Page 2
ID:el S60rDaKGGadQoAJe929y3lYg-gpJ407gHla2v5GLRtTgxUMehKeSsOhmniAdl2SzTGEc
LOAD CASE(S) Standard
1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=60, 8-10=-60, 10-13=60, 2-12=-20, 6-8=60, 5-6=60
Concentrated Loads (lb)
Vert: 15=2168(17)
Q WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED IW TEK REFERENCE PA E 111II.7473 rov. 101031201 S BEFORE USE.
Design valid for use only with WWI) connectors This design Is based only upon parameters shown, and Is for an individual building component, not
a truss system Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall
building design Bracing Indicated is to prevent buckling of intlividual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevenl collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, dellvery, erection and bracing of trusses and truss systems, see ANSVTPIl Duality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd
Safety Information ovallabte from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tamps, FL 36810
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714650
PS03096A-T J5 JACK 2 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc Fri Apr 6 13 49 59 2018 Page 1
I D:6DOVDBEC5aORFaNNtLhHh4y3lYf-gpJ407gHla2v5GLRtTgxUMepYebJOvbnlAdl2SzTOEc
1-5-0 5-0-0
1-5-0 5-0-0
LOADING (par) SPACING- 2-0-0 CSI. DEFL. in loc) I/de0 Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 034 Vert(LL) 0 03 2-4 999 240
TCDL 100 Lumber DOL 1.25 BC 0.29 Vert(CT) 0.05 2-4 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a We
BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 000 2 360
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=119/Mechanical, 2=308/0-7-8, 4=46/Mechanical
Max Horz 2=138(LC 10)
Max Uplift 3=-103(LC 10), 2=-103(LC 10)
Max Grav 3=119(LC 1), 2=308(LC 1). 4=93(LC 3)
FORCES. (lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown.
Scale=1:18.0
PLATES GRIP
MT20 244/190
Weight: 18 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES- (6)
1) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; Cal. II; Exp B, Encl ,
GCpi=0.18, MWFRS (envelope) gable end zone and C-C Extenor(2) zone;C-C for members and forces 6 MWFRS for reactions
shown, Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 3 and 103 lb uplift at
joint 2.
6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lot PE No.34860
MiTek USA, Inc. FL Cart 66U
6904 Parke East Blvd. Tampa FL 33610
Date:
April 6,2018
AwARNING - Verify design parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE 01,111,747.1 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MlTekO connectors This design Is based only upon parameters shown, and Is for an individual building component, not •
a truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design, Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of busses and buss systems, $ee ANSI/TPl1 Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Les Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714651
PSQ3096A-T J7 JACK 18 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13:50:00 2018 Page 1
I D:6DOVDBEC5aORFaNNtLhHh4y3IYf-17tSbTrv3tAmjOwdRBBA1 ZAsS2sDlMntxgMrsuzTQEb
1-5-0 7-"
Scale = 1.22.8
LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 25 TC 0.84 Vert(LL) 0.12 2-4 688 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(CT) 0.23 2-4 344 180
BCLL 00 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017lrP12014 Matrix-P Wind(LL) 000 2 360 Weight, 25 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=185/Mechanical, 2=38210-7-8. 4=66/Mechanical Max
Horz 2=183(LC 10) Max
Uplift 3=-154(LC 10), 2=-119(LC 10) Max
Grav 3=185(LC 1), 2=382(LC 1), 4=133(LC 3) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING -
TOP
CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT
CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- (
6) 1)
Wind ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf; BCDL=3.Opsf; h=25ft; Cal. II; Exp B; Encl , GCpi=
0.18, MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1 60 2)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) '
This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. 4)
Refer to girder(s) for truss to truss connections. 5)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint 3 and 119 lb uplift at joint
2. 6)
Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. This
item has been electronically
signed and sealed
by Lee, Julius, PE using
a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified on
any electronic copies. Julius
Lee PE No. 34869 MiTek
USA, Inc. FL Cert 6634 6904
Parke East Blvd. Tampa FL 33610 Date:
April
6,2018 Q
WARNING • Varlry dWgn paremafam and READ NOTES ON THIS AND INCLUDED IW TEK REFERENCE PAGE 11111.7473 — 10103/2015 BEFORE USE. Design
valid for use only with Mrrekm connectors, This design Is based only upon parameters shown, and is for on Individual building component, not truss
system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building
design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW always
required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tobricallon,
storage, delivery, erection and bracing of trusses end truss systems, see ANSVTPI1 Quality Criteria, DS049 and BCBI Building Component 69D4 Parke East Blvd. Safety
Information "liable from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714652
PSQ3096A-T J7T JACK 4 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13:50:01 2018 Page 1
ID:Fly9OS3jSoTztxHGwd 1 Leiy3Wjv-mBRrppsXpBldLaVq_uiPanj4eSILUm04AU606LzTQEa
1-5-0 2.3.8 3-3-8 7-M ,
1-5-0 2.31 1-0-0 3-8-8
Scale = 1:22 8
ncs
r4
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Lid PLATES GRIP
TCLL 200 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.07 8 999 240 MT20 244/190
TCDL 20.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.16 8 499 180
BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(CT) 0.11 6 n/a n/a
BCDL 10.0 Code FBC2017rrP12014 Matrix-P Wind(ILL) 0.09 8 857 360 Weight: 32 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No 2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 5=204/Mechanice l, 2=488/0-7-8. 6=110/Mechanical Max
Horz 2=151(LC 10) Max
Uplift 5=-75(LC 10), 2=-116(LC 10), 6=-8(LC 10) Max
Grav 5=204(LC 1), 2=488(LC 1), 6=132(LC 3) FORCES. (
lb) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown TOP
CHORD 2-3=-610/177, 3-4=676/285 BOT
CHORD 2-9=-340/529, 8-9=424/671, 7-8=-241/365 WEBS
3-9=-437/305, 4-8=296/536, 4-7=-375/247 BRACING -
TOP
CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT
CHORD Structural wood sheathing directly applied or 9-1-12 oc bracing. NOTES-
1)
Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II;
Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces 3 MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60 2)
This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 3) '
This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members 4)
Refer to girder(s) for truss to truss connections. 5)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 5, 116 lb uplift at joint 2
and 8 lb uplift at joint 6 This
item has been electronically
signed and sealed
by Lee, Julius, PE using
a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified on
any electronic copies. Julius
Lee PE No.34069 Wilk
USA, Inc. FL Cart 6634 6904
Perks East Blvd. Tampa FL 33510 Date:
April
6,2018 WARNING -
Verify design paramafera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7472 rev. f0/03/2015 BEFORE USE. Design
valid for use only with MiTekm connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not • truss
system. Before use, the budding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bZing
design, Bracing Indicated Is to prevent budding of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• IsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication,
storage, delivery, erection and bracing or trusses and truss systems, see ANSUTP11 Quality Criteria. DSB49 and SCSI Building Component 6901 Parke East Blvd Safety
Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314 Tampa, FL 36810
Job Truss Truss Type Oty Ply Park Sq Hms./ WELLINGTON - 3096-A
T13714653
PS03096A-T KJ5 MONO TRUSS 7 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MTek Industries, Inc. Fri Apr 6 13:50:01 2018 Page 1
I D:6DOVDBEC5aORFaNNILhHh4y31Yf-mBRrppsXpBldLeVq_uiPenjBySBsUow4AU606LzTGEa
1-5-0 3.9.5 I 7-0-14
1 S-0 3.9.5 3-3-9
Scale = 1:16.7
2x4 =
7-0-14
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.12 2-6 >668 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.25 2-6 >327 180
BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(CT) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2017rTP12014 Matrix-P Wind(LL) 0.01 2-6 >999 360 Weight: 29 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 1D-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=90/Mechanical, 2=385/0-7-8, 5=164/Mechanical
Max Horz 2=140(LC 4)
Max Uplift 4=-62(LC 4), 2=182(LC 4), 5=-56(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 2-3=-312/127
BOT CHORD 2-6=-197/252
WEBS 3-6=-272/212
NOTES- (6)
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. II; Exp B; Encl..
GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1 60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads.
3) ' This truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 4, 182 lb uplift at joint
2 and 56 lb uplift at joint 5
6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34669
61iTek USA, Inc. FL Cert 6634
6904 Parke Ent Blvd. Tampa FL 33610
Date:
April 6,2018
WARNING - Varlry design parameters and READ NOTES ON TFOS AND INCLUDED W TEK REFERENCE PACE MI1.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, no[•
a truss system Before use, the building designer must verily the appllrabllily of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality CAtorle, DS8-e9 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714654
PSQ3096A-T KJ7 MONO TRUSS 3 1
Job Reference (optional)
Mid-Flonda Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc Fn Apr 6 13:50:04 2018 Page 1
ID:bQatRWFgstWlsjxZR3CWEly3lYe-Bm6zRruP66hBC1EOg1G6BPLcmfFJhS WsSK2jfzTQEX
1-5-0 5-24 9-10-13
1-5-0 5-24 4-0-9
Scale = 1,22 5
2x4 =
15x4 II 5
3x4 =
5-24
5-24
9-10-13
4-8-9
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.02 6-7 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1 25 BC 0.49 Vert(CT) 0.08 6-7 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(CT) 0.01 5 We n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Wind(LL) 0.03 6-7 999 360 Weight. 42 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No 3
REACTIONS. (lb/size) 4=252/Mechanical, 2=429/0-7-8, 5=377/Mechanical
Max Horz 2=226(LC 4)
Max Uplift 4=-190(LC 4), 2=-158(LC 4), 5=117(LC 8)
Max Grav 4=261(LC 18), 2=429(LC 1), 5=377(LC 1)
FORCES. (Ib) - Max Comp /Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-798/176
BOT CHORD 2-7=-350/730, 6-7=350/730
WEBS 3-7=0/271, 3-6=-793/380
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns.
BOT CHORD Structural wood sheathing directly applied or 9-11-1 oc bracing.
NOTES- (7)
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3.Opsf, h=25ft, Cat. II; Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1 60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint 4, 158 lb uplift at
joint 2 and 117 lb uplift at joint 5.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
7) Truss is designed with, and confirms to the 2007 Flonda Building Code w/2009 supplements.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced), Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-8=60
Trapezoidal Loads (plf)
Vert: 8=0(F=30, B=30)-to-4=-148(F=-44, 8=44). 2=-2(F=9, B=9)-to-5=-49(F=-15, B=-15)
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34869
MITsk USA, Inc. FL Cart ee84
6904 Parke East Blvd. Tempe FL 33810
Date:
April 6,2018
Q WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. l aV3/2015 BEFORE USE.
Design valid for use only with Mrek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
e truss system Before use, the building designer must verlfy the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, $ee ANSVTPII Quality Criteria, DSBaa and BCSI Building Component 6904 Parke East Blvd,
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tamps, FL 36810
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714655
PS03096A-T KJ7T MONO TRUSS 2 1
Job Reference to tional
Mid -Florida Lumber, Bartow. FL. 8.130 s Mar 11 2018 MiTek Industries. Inc. Fn Apr 6 13:50:04 2018 Page 1
I D:jyWXEo4LD5bgV5sSULZaAwy3 Wju-Bm6zRruP66hBC 1 EOg 1 G6BPLZYf99h 1 U WsS K2jfzTOEX
3-2-14 4-7-14 1 7.11.6 8-10.13
1-51 3-2-14 1.5-0 3-3-8 1-11-7
Scale a 1 214
2x4
3-2.14 4-7-14 9.10.13 1L312.14 3-3-8 1-11-7I
Plate Offsets (X Y)— f 10:0-2-4 0-2-41
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 083 Vert(LL) -0.15 B-9 >747 240 MT20 244/190
TCDL 20.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.39 8-9 >294 180
BCLL 00 Rep Stress Incr NO WB 0.60 Horz(CT) 0.08 7 n/a n/a
BCDL 10.0 Code FBC20171TPI2014 Matrix-R Wind(ILL) 0.15 8-9 >772 360 Weight. 44 lb FT = 0%
LUMBER. BRACING -
TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc purlins.
BOT CHORD 20 SP No.2 'Except' BOT CHORD Structural wood sheathing directly applied or 9-0-15 oc bracing
7-9. 2x4 SP DSS
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 6=407/Mechanical, 2=544/0-7-8, 7=379/Mechanical
Max Horz 2=170(LC 8)
Max Uplift 6=-118(LC 8), 2=-111(LC 8), 7=77(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-892/38. 3-4=-2420/436
BOT CHORD 2-10=-171/800, 9-10=-198/935, 8-9=-519/2140
WEBS 3- 1 0=-574/146, 3-9=-395/1574, 4-9=-1381775, 4-8=2195/532
NOTES.
1) Wind. ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=5ft; Cat
It, Exp B. Encl , GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 6, 111 lb uplift at
joint 2 and 77 lb uplift at joint 7.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
This Item has been
LOAD CASE(S) Standard electronically signed and
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 sealed by Lee, Julius, PE
Uniform Loads (plf) using a Digital Signature.
Vert: 1-11=-80 Printed copies of this
Trapezoidal Loads (plf)
Vert: 11=0(F=40, B=40)-to-6=-198(F=-59, B=-59), 2=-2(F=9, B=9)-10-10=-16(F=2, B=2), 10=-16(F=2, 8=2)40-9=23(F=-2, document are not considered
B=-2), 9=-23(F=-2, B=2)-to-7=49(17=15, B=15) signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lit PE No. W69
MiTsk USA, Inc. FL Cert 6634
0904 Parke East Blvd. Tampa FL 33MI)
Date:
April 6,2018
WARNING- Verity design panmafan and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 — faV3/2015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not
truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web end/or chord members only Addeionel temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB•e9 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714656
PS03096A-T KJ68 MONO TRUSS 1 1
Job Reference (optional
Mid-Flonda Lumber, Banow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13:50 02 2018 Page 1
ID'bOaIRWFgslWlsjxZR3CWEly31Ye-EO_D09t9aVRUyj4OYcDe6 GH7sbYDCVD08ryenzTOEZ
t-5-0 4-4-5 9-0-14
1 5-0
i
4-4-5 4-8-9
Scale = 121 1
25x4 =
1z4 5
3x4 =
4-4.5 4.8-9
Plate Offsets (X Y)— 2 0-0-t4 Edgel
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) l/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 25 TC 0.57 Vert(LL) 0 02 6-7 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1 25 BC 045 Vert(CT) 0.07 6-7 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(CT) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2017rrP12014 Matrix-R Wind(LL) 0.02 6-7 999 360 Weight. 39 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=230/Mechanical, 2=377/0-7-8, 5=295/Mechanical
Max Horz 2=192(LC 4)
Max Uplift 4=-172(LC 4), 2=-146(LC 4), 5=82(LC 8)
FORCES. (lb) - Max Camp./Max. Ten - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-695/154
BOT CHORD 2-7=-304/641, 6-7=3D4/641
WEBS 3-6=-680/323
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES- (7)
1) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl ,
GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate gnp DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 4, 146 Ib uplift at
joint 2 and 82 lb uplift at joint 5.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
7) Truss Is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=l 25
Uniform Loads (plf)
Vert. 1-8=60
Trapezoidal Loads (plf)
Vert: 8=0(F=30, B=30)-to-4=-136(F=-38, B=-38), 2=-2(F=9, 81=9)-to-5=45(1`=13, B=-13)
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 3069
Well: USA, Inc. Fl. Carl 6634
6904 Parks East Blvd. Tampa FL 93610
Date:
April 6,2018
Q WARNING - Varlry design paramofors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. '
Design valid for use only with MiTekS connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
buildingdesign Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• IsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and BCS1 Building Component 6904 Perko East Blvd. Safety
Information available from Truss Plate Institute, 218 N. Lee Street, Suds 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Perk Sq. Hms / WELLINGTON - 3096-A
T13714657
PS03096A-T L1 HIP 1 1
Job Reference (Optional)
Mid -Florida Lumber, Bartow, FL
ID
3-7-12 7.0-0 11-3-12 15-7-B 18.11-'
37-12 3-4-0 4-3-11 4-3-12 3-44
3x4
d
19
6xB =
8.130 s Mar 11 2018 MITek Industries. Inc Fri Apr 6 13:50:05 2018 Page 1
344 3-10-4 3-10-4 1-0-0- 2-3-8
08 = 1.5x4 II 010 =
BxB MT18HS =
8.00 12 3 4 20 5 216
18 17 16
3x4 = 3xB = 5x5 1A200 12
Scale a 1 59 0
1ux1u = 12 _
5\\
3x0
x5
7-0-0 11-3-12 15-7-6 18-7-8 22-0-0 30-0-8 31-0-8 33-4-0
7-0.0 4-3-12 4-3-12 1-0-0 5-8-0 7-B-0 1-0-0 2-3-0
Plate Offsets (X Y)— 13:0-5-4 0-2-01 16'0-5-8 0-2-41 18:0-1-12 G-0-141 113 0-6-2 Edael.116 0-2-4 0-2-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 25 TC 0.98 Vert(LL) 0.24 13-14 999 240 MT20 244/190
TCDL 20.0 Lumber DOL 1.25 BC 091 Vert(CT) 0.65 13-14 607 180 MT18HS 2441190
BCLL 0.0 Rep Stress Incr NO WB 0 93 Horz(CT) 0.30 19 n/a n/a
BCDL 10.0 Code FBC2017/rP12014 Matrix-R Wind(ILL) 0.20 13-14 999 360 Weight: 207 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals.
6-11. 2x4 SP No.1 D BOT CHORD Structural wood sheathing directly applied or 5-8-0 oc bracing.
BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 5-16
16-19,10-12, 2x4 SP No.2
WEBS 2x4 SP No.3 'Except'
7-13,9-13: 2x4 SP No.2
REACTIONS. (lb/size) 10=1745/0-3-8.19=1650/0-3-8
Max Horz 10=-98(LC 8)
Max Uplift 10=-362(LC 10). 19=-316(LC 10)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1906/693, 3-4=-2204/838, 4-5=-2204/839, 5-6=2960/1075, 6-7=3092/1073,
7-8=6532/2243, 8-9=-6628/2206, 9-10=-3221/1040
BOT CHORD 18-19=436/1320, 17-18=-486/1650, 16-17=777/2519, 15-16=-1003/3262,
14-15=-843/2736, 13-14=-1186/3484, 12-13=1097/3210, 10-12=-969/2761
WEBS 2-18=-76/540, 3-18=-263/90, 3-17=297/945. 4-17=291/132, 5-17=-555/181,
5-16=-2027/655, 5-15=-595/2030, 6-14=-207/727, 7-14=-914/414, 7-13=-983/2886,
9-13=-1111/3353, 9-12=-1959/660, 2-19=1850/636, 6-15=-78/412
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3 Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat
II, Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions This item has beenshown, Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding. electronically signed and
4) All plates are MT20 plates unless otherwise indicated sealed by Lee, Julius, PE
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads using a Digital Signature. 6) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide Printed copies of this
Will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 362 lb uplift at joint 10 and 316 lb uplift document are not considered
at joint 19. signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34869
MITek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tempe FL 33610
Dale:
April 6,2018
WARNING - Verify design p.—Mrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA E 11,1I1-7473 rev. 1CM312015 BEFORE USE
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not •
a INS system Before use, the bull0ing designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Adddional temporary and permanent bracing Welk'
I always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
isbricallon, storage. delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria. DSB-89 and BCSI Building Componont 69D4 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Nexandris, VA 22314. Tampa, FL 36610
Job Truss Truss Type city Ply Park Sq. Hints / WELLINGTON - 3096-A
T13714658
PS03096A-T L2 HIP 1 1
Job Reference (optional
Mid-Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc Fri Apr 6 13.50.06 2018 Page 1
I D:3c8 F esF Sd Be9UIVN_mjlmVy3lYd-79 Ej sWwgejxvR LOnn S la Hq cixciTr59yHpJmp9nY zT0 E V
4.9-4 9-0-0 16-8-0 I 24-4-0 _28:-12 33-4-0 34.4-Q
4-9-4 4-2-12 7-8-0 7-8-0 4-2-12 4-9.4 ti-0_0
5x5 = 1.5x4 II 5x5 =
Scale = 1,56 5
4x4 =
12 10 9 1x4
3x4 = 3x4 = 3x8 = 3x4 =
9-0-0 f
9-M
16-"
7.8-0
1 24-0-0 I 334-0 I
9-0-0
Plate Offsets (X Y)— 13 0-2-8 0.2-41 15:0-2-8 0-2-41
LOADING (par) SPACING- 2-0-0 CSI. DEFL. in floc) Udell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.16 10 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) 0 35 1-12 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT) 0.11 7 n/a n/a
BCDL 100 Code FBC20177TPI2014 Matrix-R Wind(LL) 0.15 10 999 360 Weight: 163 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1321/Mechanical, 7=1392/0-3-8
Max Horz 1=-106(LC 11)
Max Uplift 1=-327(LC 7), 7=-360(LC 11)
FORCES. (lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2486/1064, 2-3=-2246/959, 3-4=-2480/1117, 4-5=2480/1117, 5-6=2237/949,
6-7=2468/1045
BOT CHORD 1-12=-840/2168, 1D-12=648/1958, 9-10=640/1951, 7-9=-819/2147
WEBS 3-12=-61/405, 3-10=-290(710, 4-10=-489/300, 510=-293/716, 5-9=-56/400
Structural wood sheathing directly applied or 2-11-1 oc purlins.
Structural wood sheathing directly applied or 6-4-6 oc bracing.
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind, ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf, h=25ft, Cat. II; Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 3 MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 327 lb uplift at joint 1 and 360 lb uplift at
joint 7.
8) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lae PE No. 34369
Milk USA, Inc. FL Cart 6634
6904 Parka East Blvd. Tampa FL 33610
Date
April 6,2018
AWARNING - Varlly di sign parametors and READ NOTES ON TMS AND INCLUDED NUTEK REFERENCE PAGE Nl1.7173 rev. 1OV312015 BEFORE USE.
Design valid for use only with MITekm connectors This design Is based only upon parameters shown, and Is for on Individual building component, not •
a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the -
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-ag and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Ory Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714659
PS03096A-T L3 HIP 1 1
Job a ere ce o Ronal
Mid -Florida Lumber, Bartow, FL 8.130 6 Mar 11 ZU18 MITek Industries, Inc. Fri Apr 6 13:50:07 ZU18 Page 1
ID:3c8FesFSdBe9UIWI_mtlmVy3lYd-bLD63sxlPI3m3VzzL9ppp2z8VIBWuTFyYOZjK zTOEU
5.9.4 11-0-0 i68-0 22.4-0 27$-12 33-4-0 -4
5.9.4 5-2-12 561-0 5-8.0 5-2.12 5-9-4 -0-0
Scale = 1.56.5
5x5 =
3
1.5x4 II 5x5 =
4 5
10
4x4 = 3x4 = 3x4 =
3x8 =
3x4 =
4x4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL.
TCLL 200 Plate Grip DOL 1 25 TC 0.53 Vert(LL)
TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(CT)
BCLL 0.0 Rep Stress Ina YES WB 0.21 Horz(CT)
BCDL 100 Code FBC2017rTP12014 Matrix-R Wind(LL)
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No 2 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1321/Mechanical, 7=1392/0-3-8
Max Horz 1=-125(LC11)
Max Uplift 1=-349(LC 10), 7=-384(LC 11)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2470/1063, 2-3=-2235/994, 3-4=-2008/954, 4-5=-2008/954, 5-6=-2224/983,
6-7=2456/1048
BOT CHORD 1-12=-831/2150,10-12=-568/1760,9-10=-564/1756,7-9=-814/2134
WEBS 2-12=-308/276, 3-12=-164/474, 3-10=-170/465,4-10=-351/219, 5-10=-171/469,
5-9=151/468, 6-9=-297/265
in loc) VcIefl Ud
0.17 9-10 999 240
0.33 9-10 999 180
0.11 7 We We
0.11 10 999 360
PLATES GRIP
MT20 244/190
Weight: 164 lb FT = 0%
Structural wood sheathing directly applied or 3-0-11 oc purlins.
Structural wood sheathing directly applied or 6-4-2 oc bracing.
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl.,
GCpl=0.18; MWFRS (envelope) gable end zone and C-C Extenor(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 349 lb uplift at joint 1 and 384 lb uplift at
joint 7.
8) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Les PE No. 36669
MiTsk USA, Inc. FL Cart 8634
6904 Parke East Blvd, Tampa FL 33610
Date:
April 6,2018
WARNING - Verify dealgn psnmetors and READ NOTES ON TNS AND INCLUDED M1TEK REFERENCE PAGE 111II.7473 mv. 1010312015 BEFORE USE.
Design valid for use only with Mriakm connectors. This design Is bused only upon parameters shown, and Is for an Individual building component, nor •
a truss system Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek'
Is shvsys required for stabildy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
is brcatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hms./ WELLINGTON - 3096-A
T13714660
PSQ3096A-T L4 HIP 1 1
Job Reference o Ronal
Mid -Florida Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc Fri Apr 6 13 50 08 2018 Page 1
ID 3c8FesFSdBe9U1Wl_mjtmVy3lYd-3YMUHCxwALBdgfXAvsK2MFWIaHXaduJ6n4IGsRzTQET
13-M 16.M ( 20-4-0 26ii-12 33-4-0 34-0-q
8-9 4 6-2-12 3-8-0 3-8-0 6-2-12 6.94 1-0-0
5x5 = 1 5x4 11 5x5 =
Scale = 1 57 1
3x4 =
is iv 14 ii 10 io w a
3x4 =
3x4 = 3x4 =
3x8 =
3x4 =
8-7-4 16-M 24-8-12 33-4-0 I
8-74 8-0.12 8-0-12 8-7-4
Plate Offsets (X Y)— I1 0-1-0 Edgel I3 0-2-8.0-2-41 15:0-2-8 0-2-41 I7 0-1-0 Edael
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP
TCLL 200 Plate Grip DOL 1 25 TC 0.64 Vert(LL) -0.18 9-10 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1 25 BC 0.86 Vert(CT) -0.34 9-10 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.10 7 n/a n/a
BCDL 100 Code FBC2017rTP12014 Matrix-R Wind(LL) 0.13 1-12 >999 360 Weight 170 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc purlins
BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 6-3-11 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1 =1 321 /Mechanical, 7=1392/0-3-8
Max Horz 1=-144(LC 11)
Max Uplift 1=-371(LC 10), 7=-406(LC 11)
FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 1-2=-2441/1056, 2-3=-2263/1066, 3-4=-1681/853, 4-5=-1681/853, 5-6=-2252/1054,
6-7=2447/1043
BOT CHORD 1-12=-813/2118, 10-12=-491/1601, 9-10=-489/1598, 7-9=-799/2104
WEBS 2-12=-365/323, 3-12=-294/615, 3-10=-98/329, 5-10=-99/332, 5-9=-280/602,
6-9=357/314
NOTES- (8)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, Cat II, Exp B; Encl ,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1 60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.0psf This Item has been6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 1 and 406 lb uplift at electronically signed and
joint 7 sealed by Lee, Julius, PE
8) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. using a Digital Signature
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. M869
MiTek USA, Inc. FL Cert 66U
6904 Parke East Blvd, Tampa FL 73610
Date:
April 6,2018
WARNING - Vrlfy design paramafers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. IOM312015 BEFORE USE.
Design valid for use only with MiTek® connectors This design Is based only upon parameters shown, and is for an individual building component, not •
e truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stablldy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type 0ty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714661
PS03096A-T M1 MONO HIP 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13 50 09 2018 Page 1
ID 8WCgsg6EWO_PMYal9T6HoYy3VYr-XkvsUYyYxeJUlo6MSasHuT2PjgrhMCVF7k2pOtzTOES
17.8.8
z•3 e i 13.6 I e-1-12 13-0-0 F ts0-0 I L 8-8 i-0- zaao
2-3 a 1-ao -10-4 4-1a4 z-ao 1-e s 3 2.1.
041•e Scale = 1.34.0
2x4 II 8x8 = 4x4 =
17
2x4 II
18 5 6x8 =
14 12 00 112 3x10 =
6x6 =
LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 25 TC 087 Vert(LL) -0.13 10 >999 240 MT20 244/190
TCDL 20.0 Lumber DOL 1 25 BC 099 Vert(CT) -0.32 9-10 >736 180
BCLL 00 Rep Stress Incr NO WB 093 Horz(CT) -0.20 14 n/a n/a
BCDL 10.0 Code FBC2017rrP12014 Matrix-R Wind(LL) 0.16 10 >999 360 Weight, 165 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x8 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc purlins,
1-5 2x6 SP No 2 except end verticals.
BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Structural wood sheathing directly applied or 6-1-9 oc bracing.
7-12: 2x6 SP No.1
WEBS 2x4 SP No.3
OTHERS 2x8 SP No.1
LBR SCAB 5-8 2x8 SP No.1 one side
REACTIONS. (lb/size) 8=139410-3-8 (req. 0-3-9), 14=1714/0-3-8 Max Horz 8=-
63(LC 8) Max Uplift 8=-
458(LC 8), 14=-643(LC 4) Max Grav 8=
1588(LC 14), 14=1941(LC 14) FORCES. (lb) - Max
Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-
6=-4537/1473, 6-7=-5087/1580, 7-8=-584/134, 2-3=2196/729, 3-4=-4064/1338, 4-5=4066/
1336 BOT CHORD 11-
12=762/2285, 10-11=-1384/4232, 9-10=1551/4926, 7-9=-1551/4926, 12-13=-451/
1389,13-14=-344/1034 WEBS 5-10=-
102/648, 4-11=-673/333, 3-11=-645/1995, 3-12=-1471/557, 2-12=924/2786, 2-13=-877/
310, 2-14=-2032/679, 6-9=-75/330, 6-10=-856/227 NOTES- 1) Attached
7-
11-13 scab 5 to 8, front face(s) 2x8 SP No.1 with 2 row(s) of 10d (0.148"x3") nails spaced 9" o.c.except : starting at 4-7-1 from end at
joint 8, nail 2 row(s) at 7" D.C. for 3-3-2, starting at 2-2-12 from end at joint 8, nail 2 row(s) at 3" D.C. for 2-0-0. This Item has been 2) Wind ASCE7-10. Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3 Opsf, h=25ft, B=45ft, L=24ft; eave=5ft; Cat. 11; Exp B;
Encl , GCpi=O 18: MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Provide adequate
drainage to prevent water ponding. Sealed by Lee, Julius, PE 4) This truss
has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 5) ' This truss
has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide Printed copies of this will fit between
the bottom chord and any other members. 6) Bearing at
joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify document are not considered capacity of bearing
surface. signed and sealed and the 7) Provide mechanical
connection (by others) of truss to bearing plate capable of withstanding 458 lb uplift at joint 8 and 643 lb uplift at signature must be verified joint 14. on
any electronic copies. 8) Girder carieshipendwith7-0-0 right side setback, 0-0-0 left side setback, and 7-0-0 end setback. Julius Lee PE No. M8G9 9) Hanger(s)
or other connection device(s) shall be provided sufficient to support concentrated load(s) 712 lb down and 297 lb up at ttiTak USA Inc. FL Cent 66 4 13-0-0
on top chord. The design/selection of such connection device(s) is the responsibility of others 9994 Parka East
Blvd. Tempe FL 33919 10) In theLOADCASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: LOAD CASE(
S)
Standard April 6,2018 Q WARNING - verify
design parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PA E M11-7473 rev. 1010312015 BEFORE USE. Design valid for
use only with MiTek® connectors This design Is based only upon parameters shown, and Is for an Individual building component. not • a truss system
Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design Bracing
indicated Is to prevent buckling of Individual truss web and/or chord members onty Additional temporary and permanent bracing WOWla always required forstabllity, and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication, storage, delivery,
erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available
from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms.1 WELLINGTON - 3096-A
T73714661
PSO3096A-T M1 MONO HIP 1 1
Job Reference (optional
Mid-Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Apr 6 13:50:09 2018 Page 2
I D:8 WCgsg6E WO_PMYa 19T6HoYy3Wjr-XkvsUYyYxeJUlo6MSasHuT2PjgrhMCVF7k2pOtzTOES
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 5-7=40, 7-8=-51, 1-5=-134(F=94), 7-12=-34(F=-24), 12-13=-34(F=-24), 13-14=-34(F=-24)
Concentrated Loads (lb)
Vert: 5=-513(F)
WARNING - Vedl y daslim paramotara and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7472 rov. 1010312015 BEFORE USE.
Design valid for use only with MIToM connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing WOWalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthe
fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB49 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type 0ty Ply Park Sq. Hmsd WELLINGTON - 3096-A
T13714662
PS03096A-T M2 MONO HIP 1 1
Job Reference (optional
Mid-Florida Lumber. Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries. Inc. Fri Apr 6 13:50:10 2018 Page 1
I D.8WCgsg6E WO_PMYa 19T6HoYy3Wjr-7wTEiuzAlyRLwyhYOHN WRgbaA4C15eEPEOnNwJzTOER
3-3-a 11-0-0 16-8-8 _ r 17-8-a r 20-0.0 21 -0
r
3-3A 7.8-8 { 5-8 1-0-0 2.3.8 r 111 r
3x4 = 3x4 =
14
5x6 MT20HS =
13 6x8 // 12.00112 bxa N 3x4 =
1.5x4 II
2-3-8 1-" 7.8-8 5-8-8
Plate Offsets (X Y)— f3,0-3-8.0-2-41 112:0-2-8.Edgel
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.13 9-10 999 240
TCDL 20.0 Lumber DOL 1.25 BC 0.87 Vert(CT) 0.33 9-10 718 180
BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.19 13 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Wind(ILL) 0.13 9-10 999 360
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No 2 'Except'
9-11 , 2x4 SP No.1 BOT CHORD
WEBS 2x4 SP No.3 'Except' WEBS
4-10: 2x4 SP No.2
REACTIONS. (lb/size) 13=983/0-3-8, 6=1080/0-3-8
Max Horz 6=-176(LC 10)
Max Uplift 13=-261(LC 6), 6=-220(LC 10)
FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-13=-983/358, 1-2=-450/161, 2-3=825/283, 3-4=-1735/567, 4-5=-4009/1500,
5-6=1838/532
BOT CHORD 11-12=355/1160, 10-11=-575/1491, 9-10=-1436/3361, 8-9=751/1845, 6-8=-643/1549
WEBS 1-12=-380/1054, 2-12=1749/572, 2-11=-319/1190, 3-11=-732/320, 3-10=-92/530,
4-10=-1870/866, 4-9=-392/1094, 5-9=-937/2187, 5-8=1152/483
Scale = 1:35.8
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 118 lb FT = 0%
Structural wood sheathing directly applied or 2-9-4 Oc purlins,
except end verticals.
Structural wood sheathing directly applied or 5-2-2 oc bracing.
1 Row at midpt 3-11
NOTES-
1) Wind ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3 Opsf; h=25ft; B=45ft; L=24ft; eave=5ft, Cat.
ll; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise Indicated.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 261 lb uplift at joint 13 and 220 lb uplift
at joint 6
d
4
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lee PE No. 34369
Well USA, Inc. FL Cert 6634
1904 Parke East Blvd. Tampa FL 33610
Date:
April 6,2018
WARNING - Varlfy daslgn parameters and READ NOTES ON Tiffs AND INCLUDED MITEK REFERENCE PAGE M11.7473 ray. IOM312015 BEFORE USE.
Design wild for use Doty with MITake) connectors, This design Is based only upon parameters drown, and Is for an Individual building component, not •
a truss system. Before, use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek'
I9 always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Ouallty Criteria, DSS-89 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 38610
Job Truss Truss Type City Ply Park Sq Hms / WELLINGTON - 3096-A
T13714663
PS03096A-T N1 MONO HIP 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries. Inc. Fri Apr 6 13:50:11 2018 Page 1
I D:7_F73YHi9outjBg86BIDswy3lYb-U71 cvE_oTGZCX6Gla7ulzu7w7 UbGgDnYT2XwTlzTO E0
3-5-12 6-5-0 167
3.5-12
I
2-11-4 0-
1.5x4 =
3x4 =
3x10 II 4x4 =4
Scale = 123 2
3-5-12 fr5-0 7-0-0 i
3-5-12 2.11-4 0.7.0
LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.02 4-5 >999 240 MT20 244/190
TCDL 100 Lumber DOL 1.25 SC 0.66 Vert(CT) -0.04 4-5 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(CT) 001 4 n/a n/a
BCDL 10.0 Code FBC2017rrP12014 Matrix-P Wind(LL) 002 4-5 >999 360 Weight: 79 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.3'Except' BOT CHORD Structural wood sheathing directly applied or 1D-0-0 oc bracing
3-4 2x4 SP No.2
REACTIONS. (lb/size) 1=2315/0-3-8, 4=2168/Mechanical
Max Horz 1=75(LC 8)
Max Uplift 1=-862(LC 8), 4=-843(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3083/1131, 3-4=-319/137
BOT CHORD 1-5=-1063/2734, 4-5=-1063/2734
WEBS 2-5=-968/2621, 24=-3059/1190
NOTES. (9)
1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows
Top chords connected as follows: 2x4 - 1 row at D-9-0 oc.
Bottom chords connected as follows, 2x6 - 2 rows staggered at 0.6-0 oc
Webs connected as follows, 2x4 - 1 row at 0.9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated.
3) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl..
GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide This Item has beenwillfitbetweenthebottomchordandanyothermembers.
6) Refer to girder(s) for truss to truss connections. electronically signed and
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 862 lb uplift at joint 1 and 843 lb uplift at sealed by Lee, Julius, PE
joint 4. using a Digital Signature. 8) Hanger(s) or other connection device(s) shell be provided sufficient to support concentrated load(s) 306 lb down and 116 lb up at Printed copies of this
6-5-12 on top chord, and 1222 lb down and 465 lb up at 1-0-12, and 1313 lb down and 499 lb up at 3-0-12, and 1374 lb down and
522 Ib up et 5-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. document are not Considered
9) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. signed and sealed and the
signature must be verified
LOAD CASE(S) Standard
on any electronic copies. 1) Dead + Roof Live (balanced): Lumber Increase=l 25, Plate Increase=1.25 Julius Lee PE No. 34669
Uniform Loads (plf) Walt USA, Inc. FL Cart 6634
Vert: 1-3=30, 1-4=-10
Concentrated Loads (lb) 6904 Parke East Blvd. Tampa FL 33W
Vert: 6=-306(F) 7=-1222(B) 8=1313(8) 9=-1374(B) Date
April 6,2018
e WARNING . Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M/1.7473rev. 10/024?015 BEFORE USE. Design
valid for use only with MiTek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not• truss
system Before use, the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall buliding
design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' IsatwaysrequiredforstabilityandtopreventcollapsewIthpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI/ Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd Safety
Information available from Truss Pole Institute, 218 N. Lae Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-A
T13714664
PS03096A-T V1 KINGPOST 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MTek Industries, Inc. Fri Apr 6 13:50:11 2018 Page 1
ID:XoldrCG4OVm0615xYTE Jjy31Yc-U71rvE oTGZCX6GIa7ulzu7vdUktgKwYT2XwT1zT0E0
4-M 8-0-0
4-0-0 4-0.0
40 =
2x4 2x4 I
Scale = 1 14 9
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1 25 BC 0.11 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 3 n/a n/a
BCDL 100 Code FBC2017/TPI2014 Matrix-P Weight: 25 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=139/8-0-0, 3=139/8-0-0, 4=270/8-0-0
Max Horz 1=33(LC 10)
Max Uplift 1=-58(LC 10), 3=-64(LC 11). 4=52(LC 10)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES- (7)
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3 Opsf; h=25ft; Cat. II; Exp B; Encl..
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 3 MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 1, 64 lb uplift at joint 3
and 52 lb uplift at joint 4.
7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements.
This item has been
electronically signed and
sealed by Lee, Julius, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Julius Lot PE No. M$69
MITek USA, Inc. FL Cart 6634
6204 Parke East Blvd. Temps FL 31610
Dale:
April 6,2018
WARNING . Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 — 10A13/2015 BEFORE USE.
Design valid for use ony with MITek8) connectors This design is based only upon parameters shown, and Is for an Individual building component, not •
truss system. Before use, the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek•
I always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, eredkln and bncinp of trusses antl truss systems, see ANSVTPl1 Quality Criteria, DSB-39 and SCSI Building Component 6904 Parke East Blvd.
Safety Information avallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tamps, FL 36610
Symbols
PLATE LOCATION AND ORIENTATION
3/4' Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0.1l1611
I
For 4 x 2 orientation, locate
plates 0- ",d' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request.
11W_'%d4&VA=
The first dimension is the plate
width measured perpendicular4x4toslots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
M
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
Indicates location where bearings
supports) occur. Icons vary but
reaction section indicates joint
numberwhere bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TP11: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
Numbering System
6-4-8 1 dimensions shown in ft-in-sixteenths
Drawings not to scale)
2 3
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1311, ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
2012 MiTek® All Rights Reserved
MiTek
MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015
A General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or aftemalive Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI 1.
7 Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
speed.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or after truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPI 1 Quality Criteria.
ko ,
D- o
Bpi
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IIM M
4 17-2-12
G3
1
14-8 0
14-6-0 5-4-0 20-0-0
Bpi
PARK SQUARE / WELLINGTON 3096 - B / TRAY CLG.
IU.!!!i `
7 - HUS26 1-PLY HGR
a
1 - THAC422 CONCEALED FLANGE HGR
LE •., .d
6 - THA422 FLR HGR
5 - HGUS26-2 2-PLY HGR
I
4
IMINIME Ii 11111® 11
11 11
11 II
11 11
11 II
11 11
11®I 11
i BE
EVEN
6-8-0 mm, 19 13-4-0 20-0-0
Floor Loading
TC Live: 40.00 psf
TC Dead: 10.00 psf
BC Live: 0.00 psf
BC Dead: 5.00 psf
TC Stress Inc: 1.00
BC Stress Inc: 1.00
Spacing: variable
i
Roof Loading
TC Live: 20.00 psf
TC Dead: 20.00 psf
BC Live: 0.00 psf
BC Dead: 10.00 psf
TC Stress Inc: 25.00
BC Stress Inc: 25.00
Spacing: 2- 0- 0 o.c.
Account:
Job: PSQ3096A-T
Designer:
Checker:
Date: 04-06-18
REcor.D COPY
n City of Sanford
Building and Fire Prevention
Product Approval
SD
iation Form
Permit #q Q 2% 59
Project Location Address 1 c
As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the
information and product approval number(s) on the building components listed below if they are to be
utilized on the construction project for which you are applying for a building permit. We recommend that
you contact your local product supplier should you not know the product approval number for any of the
applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in
accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product
Approval can be obtained at www.floridabuilding.oro.
The following information must be available on the jobsite for inspections:
1. This entire product approval form
2. A copy of the manufacturer's installation details and requirements for each product.
Category / Subcategory Manufacturer Product
Description
Florida Approval #
include decimal
1. Exterior Doors
Swinging Therma - Tru Single Door FL8871.5
Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL 15332.4
Sectional Clopay Building Products 941T40-W4 FL15279.20
Roll U
Automatic
Other
2. Windows
Single Hung MI Windows & Doors series GA 185 Aluminum SH FL 17499.2
Horizontal Slider
Casement
Double Hun
Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1
Awning
Pass Through
Projected
Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2
Wind Breaker
Dual Action
Other
June 2014
Category/Subcategory Manufacturer Product
Description(including
Florida Approval #
decimal
3. Panel Walls
Siding James Harding Bldg Products Hardie Panel FL13223.2
Soffits Aluminum Coils, Inc Coils / Soffits FL12194.1
Storefronts
Curtain Walls
Wall Louver
Glass block
Membrane
Greenhouse
E.P.S Composite
Panels
Other
4. Roofing Products
Asphalt Shingles IKO Industries, LTD Asphalt Shingles Cambridge FL7006.1
Underla ments, Warrior Roofing 15 and #30 Roofing Fell FL2346.1
Roofing Fasteners
Nonstructural
Metal Roofing
Wood Shakes and
Shingles
Roofing tiles
Roofing
Insulation
Waterproofing
Built up roofing
System
Modified Bitumen
Single Ply Roof
Systems
Roofing slate
Cements/
Adhesives /
Coating
Liquid Applied
Roofing Systems
Roof Tile
adhesive
Spray Applied
Polyurethane
Roofing
E.P.S. Roof
Panels
Roof Vents
Other
June 2014
Category / Subcategory Manufacturer Product
Description
Florida Approval #
include decimal
5. Shutters
Accordion
Bahama
Colonial
Roll u
Equipment
Other
6. Skylights
Skylights
Other
7. Structural
Components
Wood Connectors /
Anchors
Truss Plates
Engineered Lumber
Railin
Coolers/Freezers
Concrete Admixtures
Precast Lintels
Insulation Forms
Plastics
Deck / Roof
Wall
Prefab Sheds
Other
B. New Exterior
Envelope Products
Applicant's Signature
Applicant's Name
Please Print)
June 2014
Florida Building Code Online
f
https://www.floridabu i lding.org/pr/pr_app_dti.aspx?param=wG EVX.:.
h5R".1A OGPANirIGNf LF ,
Business & Professional Regulation ;` Wk '
Dili7r HD.'i 4DLUi OtIPlt REfI DIbIRIDNf! CDN1Al:1 DRFli
F ritla
e Product Approval
USER: Pubne User
1 M.gg4; Jai* v Menu > RW0ALgLAAppllgt611 SP Mh > AndLdta -bj > Appr—tion Detaa
FL # FL8871-R6
Application type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer Therma-Tru Corporation
Address/Phone/Email 118 industrial Drive
Edgerton, OH 43517
419)298-1740
rickw@rwbidgconsultants.com
Authorized Signature Vivian Wright
rickw@rwbldgconsultants.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Exterior Doors
Subcategory Swinging Exterior Door Assemblies
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E.
the Evaluation Report
Florida License PE-43409
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2021
Validated By Ryan J. King, P.E.
Validation Checklist - Hardcopy Received
Certificate of Independence FL88Z R{iiSOI (b) Cert LGdt Ind _penden _
Referenced Standard and Year (of Standard) Standard Year
ASTM D1929 1996
ASTM D2843 1999
ASTM D635 2003
ASTM E1300 1998
ASTM E84 2000
ASTM G26 1995
TAS 201, 202, 203 1994
I of
4/15/2018, 5:00 PM
Florida Building Code Online https://www. flori dabu ild i n g.org/pr/pr_app_dt l.aspx'?param=wG E V X...
Equivalence of Product Standards
Certified By
Sections from the Code
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
Florida Licensed Professional Engineer or Architect
ELYRI RIB E ulv L) Equ v lency of Standa .pdf
Method 1 Option D
10/17/2017
10/17/2017
10/19/2017
12/12/2017
f
Name I DescriptionFL # Model, Number or
8871.1 a. "ClassicCraft Rustic' Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door
X)_ Inswing or Outswing
Limits of Use
j Approved for use In HVHZ: Yes
Installation Instructions
FL8871 R8 II (11 Inst 8871.1.pff Approved
for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 i
Impact Resistant: Yes Created by Independent Third Party: Yes Design
Pressure: N/A Evaluation Reports Other:
See INST 8871.1 for Design Pressure Ratings by F 8 1 R8 AE Lj Ev_al 8871.1,pclf specific
Model and for any other additional use limitations Created by Independent Third Party: Yes and
installation instructions. i 8871.
2 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Inswingb. "ClassicCraft" or "ClassicCraft Rustic"
Sedes or Outswing Limits
of Use — Approved
for use in HVHZ: Yes Approved
for use outside HVHZ: Yes Impact
Resistant: Yes Design
Pressure: N/A Other:
See INST 8871.2 for Design Pressure Ratings by 1
specific Model and for any other additional use limitations and
installation Instructions. 8871.
3 I c. "ClassicCraft" or "ClassicCraft Rustic"
Series Limits
of Use Approved
for use in HVHZ: Yes Approved
for use outside HVHZ: Yes I
Impact Resistant. Yes Design
Pressure: N/A Other:
See INST 8871.3 for Design Pressure Ratings by specific
Model and for any other additional use limitations and
Installation Instructions. (For FlberClassic and SmoothStar
sidelites, this product approval requires the use of "
J" part numbers for these sidelites, which have been I
stained or painted within six months of Installation.) 8871.
4 d. "ClassicCraft" or "ClassicCraft Rustic"
Series Limits
of Use Approved
for use in HVHZ: Yes Approved
for use outside HVHZ: Yes Impact
Resistant: Yes Design
Pressure: N/A Other:
See INST 8871.4 for Design Pressure Ratings by specific
Model and for any other additional use limitations and
installation instructions. (For FiberClassic and SmoothStar
sidelites, this product approval requires the use of "
J' part numbers for these sidelites, which have been Installation
Instructions FL8871
R8 II (b)Inst 8871.2.p ff Verified
By: Lyndon F. Schmidt, P.E. 43409 Created
by Independent Third Party: Yes Evaluation
Reports FL8871
go AE (bl Eval 8871,2,pdf Created
by Independent Third Party: Yes 3'
6 x 8'0 "Impact' Opaque Fiberglass Single Door with Sidelite (
OX or XO) - Inswing or Outswing Installation
Instructions FL8871
R8 11 (b Inst 8871.3.pdf Verified
By: Lyndon F. Schmidt, P.E. 43409 Created
by Independent Third Party: Yes Evaluation
Reports FL8671
R8 AE (b) Eval 8871.3.pdf Created
by Independent Third Party: Yes 3'
6 x 8'0 "Impact" Opaque Fiberglass Single Door with Sidelites (
OXO) - Inswing or Outswing Installation
Instructions FL8871
R8 II (b) Inst 8871.4.pdf Verified
By: Lyndon F. Schmidt, P.E. 43409 Created
by Independent Third Party: Yes Evaluation
Reports FL8871
R8 AE b Eval 8871.4,pdf Created
by Independent Third Party: Yes 2
of 4 4/15/2018, 5:00 PM
Florida Building Code Online litips://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVX...-
r
stained or painted within six months of Installation.) -- -- -- — -
8871.5 e. "FiberClassic" or "SmoothStar" TO x 8'0 "Impact" Opaque Fiberglass Single Door (X) -
Series Inswing or Outswing — —,
Limits of Use I Installation Instructions
Approved for use in HVHZ: Yes E0671 R8 11 (b) In%t 8-$7j-5_pdf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.5 for Design Pressure Ratings by I FL8871-96 AE (b) Eve 8871.5_pdf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation Instructions.
8871.6 f. "FiberClassic" or "SmoothStar" TO x 8'0 "Impact" Opaque Fiberglass Single Door with
Series Sidelite (OX or XO) - Inswing or Outswing
iLimits of Use Installation Instructions
Approved for use in HVHZ: Yes FLBB71 RS II—(p)_IpSk §871.6.pdf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.6 for Design Pressure Ratings by FLQQ71 Rp AE_(t)) Eval 6B71 6.01
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation Instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
t of'T part numbers for these sidelites, which have been
stained or painted within six months of Installation.)
8871.7 g. "FiberClassic" or "SmoothStar jI 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with
Inswing OutswingSeriesISidelites (OXO) - or _
Limits of Use I Installation Instructions—
i—__—__
Approvedforuse in HVHZ: Yes I ELIN7I118 11 (b)_IrSk 71.7;pdf Approved
for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact
Resistant: Yes Created by independent Third Party: Yes Design
Pressure: N/A Evaluation Reports Other:
See INST 8671.7 for Design Pressure Ratings by EL$871 R8 AE (b) Ev_al l3Q71.7.pdf specific
Model and for any other additional use limitations Created by Independent Third Party: Yes and
installation instructions. (For FiberClassic and SmoothStar
sidelites, this product approval requires the use of "
J" part numbers for these sidelites, which have been I stained
or painted within six months of Installation.) 8871.
8 h. "FiberClasslc", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ClassicCraft"
or "ClassicCraft Inswing or Outswing Rustic"
Series Limits
of Use Approved
for use in HVHZ: Yes Approved
for use outside HVHZ: Yes Impact
Resistant: Yes Design
Pressure: N/A Other:
See INST 8871.6 for Design Pressure Ratings by specific
Model and for any other additional use limitations and
installation Instructions. 8871.
9 _ I. "FiberClassic", "SmoothStar", ClassicCraft"
or "ClassicCraft I
Rustic" Series Limits
of Use Approved
for use in HVHZ: Yes Approved
for use outside HVHZ: Yes Impact
Resistant: Yes Design
Pressure: N/A Other:
See INST 8871.9 for Design Pressure Ratings by specific
Model and for any other additional use limitations and
installation instructions. (For FiberClassic and SmoothStar
sidelites, this product approval requires the use of "
I" part numbers for these sidelites, which have been stained
or painted within six months of installation.) Installation
Instructions FLQQ71
R8 11 (b)_Inst 6871.8.Pdf Verified
By: Lyndon F. Schmidt, P.E. 43409 Created
by Independent Third Party: Yes Evaluation
Reports FL8Q71
R8 AE (b)-Eval8871.8.pdf Created
by Independent Third Party: Yes 6'
0 x ST "Impact" Opaque Fiberglass Double Door with Sidelites (
OXXO) - Inswing or Outswing Installation
Instructions FL8871
RQ II (b) nst 88.71.9-01 Verified
By: Lyndon F. Schmidt, P.E. 43409 Created
by Independent Third Party: Yes Evaluation
Reports FLSQ71_
R8 AE_ W-Eva1-8871.9_Ldf Created
by Independent Third Party: Yes I Back
Ne t 3
of 4 4/15/2018, 5:00 PM
Florida Building Code Online https://www.noridabuilding.org/pr/pr_app_dti.aspx?param=-*vGEVX...
Contact Us :: 2601 Btak Stone Road. Tallahassee Ft- 32399 P h .y';_@50-487-1824
The State of Florida is an WEED employer. CrQpytipht 2007-2013 State of Flor J- :: 6Y acv_SIdeCllteflt :: Acces5Ibilily Statement :: Refund Statement Under
Flonda law, email addresses are public records If you do rot want your a -mall address released In response to a public -retards request, do not send electronic: mail
to this entity. Instead, contact the office by phone or by traditional mail. ff you have arty questions, please contact 850.487.1395. 'Pursuant to Section 455.
275(1), Florida Statutes, effective October 1, 2012, licensees Ocensed under Chapter 455, F.S. must provide the Department with an emad address if they have one.
The emalk provided may be used for officlal communication with the licensee. However email addresses are public record. U you do not wish to supply a personal
address, please provide the Department with an email address which can be made available to the public. To determine d you are a licensee under Chapter 45S,
F.S., please clica haL. Product
Approval Accepts: 5—
ic-0r__l Credit
Card Safe
4
of 4 4/15/2018, 5:00 PM
THERMAITRU
THERMA TRU DOORS
1 IS INDUSTRIAL DR., EDGERTON, OH 4351 7
SMOOTH STAR & FIBER CLASSIC
FIBERGLASS SINGLE 'IMPACT' DOOR
w/ "NON -IMPACT' SIDELITES
INSWING / OUTSWING
GENERAL NOTES
I. This product has been evaluated and 4 in compliance with the 6th Edition (2017) Florida Building Code (FBC) structural
requirements Including the Wgh Velocity Hurricane Zane' (HVHZ).
2. Product anchors shall be as hied and spaced as shown on details. Anchor embedment to base material shall be
beyond wall dressing or stucco.
3. When used in the'HVHr the opaque door complies with Section 1626 of the Florida Building Code and does not require
on impact resistant covering. The nonlmpact dMle must be protected with an impact resistant covering complyng
with Section 1626 of the F8C.
4. When used in areas outside of the'1VHr requiring wind bome debris protection. The opaque door complies with FBC
Sections 1609.1.2 L 2301.2.1.2 and does not require an impact resistant covering. The opaque door meets mlmle level -D'
and includes WM Zone 4 as defined in ASTM E 1996 and FBC Sections W.1.2.2 6 R301.2.12.1. The non -impact sldeGfes
must be protected with an impact resistant covering complying with FBC Section 1609.1.2 6 R3012.1.2.
S. For 2 (slud framing construction anchoring of these units shall be the some as that shaven for 2X buck masonry
construction.
6. Site condflons that deviate from the details of this drawing require further enghieedng —to by a Icensed engineer or
registered architect.
7. Oulswing configurations using coaslal A Item 94 under active doors, and of sib used under the stdelites. meet water
infiltration requirements for-HVHr.
8.
Inswing confguratioru and outswing configurations using A item 85 under the door do not meet the water Infiltration
requirements ter the H07' and shoo be Instaoed only In non tadtoble areas or at habitable locations protected by an
overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees.
TABLE OF CONIFNTS
DESCRIPTION
Ty ' elevations, design pn sswes a general notes
Door panel detab lSmooth star)
Door panel detal (Fiber classic) ff SIle panel details
Fforvantat cropsections
Vertical cross sections
vertical cross sections
Buck and home anchoring . 2X buck masonry construction
9 Rome anchoring - I X buck mesonry construction
10 Componenh 8 Glaring details
11 Bid of Materials
71.7S MAX. U.A. MAW W IUIt1
37.75' MAX.
FRAME WIDTH
36.00' AM7(.
PANEL WIDTH
x
Mx =
P P
O
O
Y
r%
rrr
r
JP
0
2;
15.50' MAX.'iv am 6
FRAME WIDTH rrrrlll Ilst 1` N e z
13.75" MAX. ^ B v Z o z
PANEL WfDTH a g c o Si m `c WW
n On 7 icm L m
v`
n dales
oW py
a b'
DOOR TYPE. SWING
OVERALL -_
NFRAME';
DIMENSION=-'P.OSff1VE^
DESIGN PRESSURE (-SF)
NEGATIVE
SMOOTH
INSWING 71.75" x 98.00' 60.0 60.0
OUTSWING 71.75" x 96.50' 65.0 65.0STAR
FIBER
INSWING 71.75" x 98.00' 60.0 60.0
OUTSWING 71.75" x 96.50 65.0 65.0CLASSIC
See Sheet 10 rcr aesgn pressure wwarors.
ecvM N.T.S.
Irra er: DWS
am en.. LFS
FL-8871.7
n 1 or 1 I
e
44
47
41
EXTERIOR 47
41
46 -
INTERIOR
1 NOWONTAL CROSS SECTION
2
L DETAIL A -A J
D M
c
a Smooth
A
00000000 -- 4'
0000000 J
000000000000000
00000
000000000000000
I t i t
000000 -T I — I cs00000000460000000
fdL 1lLJC/ 000000000000000000000000000000
0000c0000 0 ? 0
0 o 0 0 .y ( HtHGE m!F no IL 000o00o
LI N 45 00000000
000000028.86%OPEN 00000000AREA
MAX- 0000000 00000000
000000000000000DEWLA•
A Panel reWorcement
EXTERIOR INTERIOR
2 VERTICAL
CROSS SECTION L. N.
T.S. w DWS
er L
FS nlc wo.:
FL-8871.
7 o _2_
or 11
p
L DETAIL A -A J
DOOR
Flbe dal c
0000000000000000000000000000000000000000000000000000000000a000000000000000000000000000000000000000000000
000000000 O
00000
0000000000000000o00a00
00000.00
000000000000000000000000000000
DEfAn A -A
PanEl fCW 0rcement
INTERIOR
1 HORIZONTAL CROSS SECTION
3
TYP, A
CORNERS
OF PANEL o
7
r RAIL 6J toC
28.86% OPEN
AREA MAX.
EXTERIOR INTERIOR
2 VERnCAL CROSS SECTION
3
lal i l 1 1=
2
OS 22 08 cz
E N.T.S. i
to DWS
wn LFS ?
rM raa
a
0
FL-8871.7 °
oN
R3 or.1j o
SZ
7
13.MAX
PANEL
WIiWIDTH
c
z
a
r
P
L
STD ANEL
P
7T TOle5teRAIL
SIU
1.1 it r-- I
oil
SrdekTe
73 EOTTOM RArIStleme
T MAX DJ -
EXTERIOR
ZJ INTERIOR \if 1
HORIZONTAL CROSS SECTION 4 (
Classic craft r<i5i T
MAX D.L.i EaER1)
R u
INTERIOR 2
HORIZONTAL CROSS SECTION 4 (
Fb. .i.WcI I"
MAX. D.0 EXTERIOR
INTERIOR
3
HORIZONTAL CROSS SECTION 4 (
Smooth SIMI EXTERIOR
INTMR 0
J7(
TERIOR I
EA
ga
INTERIOR
EXTERIOR a
pz
a m o 49
Cli
ozv
m
Cso9W 4Cz
rVV
OJ
0
73
SCUB N.T.S. 73
oe°. sr: DWS m oa.
ssr: LFS ; 4
VEtiT1CAL CROSS SEC110N 5 VERTICAL CROSS SECTION 4 (
Classic craft a rustic) 4 I classic) 6
VERTICAL CROSS SECTION FL-8871.7 °a 4 (smooth slot) sM —
LL 0
NOTE:
1. SideGte assy fastener, 6" from
each end and 6 more screws
equally spaced between.
18 screws total per jamb.)
i I (
1 HORIZONTAL CROSS SECTION
Itlotltown - iruwing MroHORIZONTAL CROSS SECTION
outswine oxrwn - ins *Q
otso appved
4 HORIZONTAL CROSS SECTION
Shown w/1Xsub-buck
J HORIZONTAL CROSS SECTION
al end -
Inswing
S:)z11%123-1 I I i
f merry C
u
Z U
OS 22 08 i
E N.T.S. °
er. C.f•5 3
wlc r
c
FL-8871.7 °o0
a a
i a'
4s
V—
u —
EXTERIOR—y%INTERIOR
1 VERTICAL CROSS SECTION
6
Paprov ed -inswing
EXTERIOR INTERIOR
ff,V ERMCAI CROSS SECTION
nswing configuration
see general notes sheet 1
For WHr water infkation
EXTERIOR "fINTERIOR 2
VERTICAL CROSS SECTION 6
Shown w/Ix sutrbuck EXTERIOR
INTERIOR see
generd nofessheet I for'FW'
water InMrafloi 6 INTERIOR
n
aS
zd;
6
EXTERl61t r]
r N 8 N •: Z 0 g
E
a z m o 0 i o
cW
a E
g
z
3
VERTICAL
CROSS SECTIONI o 6 Outswing
configuration see general
notes sfiCCf 1 a far }IVFIZ'
waterirdltration requkwents x
x INTERIOR EXTERIOR
o 6
VERTICAL
CRROurSoS SECTION 6 seeaenerallnorFess}
fteet
I ZI§,Ml
NilWQ G
2 OS22
08 z E N.
T.S. BY: Dn
m' er: LFS ;
NM wo:
c m
FL-
8871.
7 0 0 ET6
or I
62 z
QSE70 NOTE 1 9 8 c v
EXTERIOR 11 INTERIOR
1 VERTICAL CROSS SECTION
7 Outswing SnS. -lrWN
afro aka NOTE:
1. Screws thru head and sM
Jamb located T from each
end and O.C. VYP.J One.
EXTERIOR INTERIOR
EXTERIOR---- 71 INTERIOR
2 VERTICAL CROSS SECTION
Shownw/1Xsub-buck
EXTERIOR
TZRIICAI,CROSS S VEIMCAL CROSS SECTIOwi^g can
SECTION
7 Irmv ^9 configuration
INTERIOR
6
INTERIOR EXTERI
III it"
m a
1
SEE _
NOTE M i Em o 70
ngm 7 96aI'
mn
c
5 Q
lm r maaitEic
i 22 Q
Lq a. E
rIN
Y
y 3 VERTICAL
CROSS SECTION U 7 outswing
configuotion+) o INTERIOR EXTERIOR
NOTE I
i v F °
6
VERTICAL
CROSS SECTION 7 Outs%%
n configuratbn n N.
T.S. or. DWS
rr. LFS
FM MW
FL-8871.
7 rr 7
all
Er
T
II D II
TYP. HEAD &
MASONRY JAMBS IIOPENINGII
II II
II II
2X BUCK—,., MULLION
SHOWN FOR
REFERENCE
0
ONLY
II II
II II
II II
BUCK ANCHORING
CONCRETE ANCHOR NOTES:
1. Concrete anchor IocOH= at the comers may be OcULMed to maintain the min.
edge distance to mortar joints.
2. Concrete anchor locaftris noted as "MAX- ON CENTER" must be adjusted to
malnialn the min. edge distance to morfor joints, additional concrete anchors
may be required to ensure the "MAX, ON CENTER"dimensfon are not exceeded.
3. Concrete anchor table:
ANCHOR, ANCHOR:
MiN.:CLF-4PANCE, MIN. CLEARANCE
ANCHOR.-
fTW 114' 4'
TAPCON
ELCO I 1/,rULTRACON.
I
WOOD SCREW LN5TALLAnL)NNUlt,%:
1. Maintain a rrdnimum 51W edge distance, I - end distance- 0,c. spacing Of
wood screw; to prevent the spriffing of wood.
0%, I
u. 3 . 5Pr
7*'l 3' 4)
z
lift
z d; d
8 z
0. a z 4
z U
Li ED0 S
MASONRY trt
6D-
M 0: In
OPENING
d
Eo
FRAME C11
Cz
TYP. SILL
5
I F
TYP.
to 2XBUCK MULLION
La
TYP. Sla
HINGE JAMB FRAME ANCHORING SMJAMB
Masonry Z(buck construction
HINGE DETAIL LATCH L DEADSOLT QUAIL
MqL 05/Z2ZOS
wile N.T.S.
D= w. OVIS
CHL BY.. LFS
DPJAM NO,
FL-8871.7
spa 8 OF
N
THESE (2) ANCHORS REQ'D
ONLY WHEN DP > 60.0 PSF
TYP. HEAD 3
JAMBS
MASONRY] Tn
OPENING
et u
FRAME
I
I BUCK F
a TYP. SILL TYP.
K 1
TYP. SILL
HINGEJAMS IRAME ANCHORING
MosoM 1 X buck construction
CONCRETE ANCHOR NOTES:
I. Concrete anchor Iocaflorrs 01 the tamers may be adjusted to maintain the min.
edge drstance to morfarjolnts.
2. Concrete anchor locations noted as'MAX. ON CENTER" must be adjusted to
matniain the min, edge cttstance to mortar Joints, additional concrete anchors
may be required to ensure the 'MAX ON CENTER' dimerubn are not exceeded.
3. Concrete anchor table:
CLEARANCE
ANCHORr.: ANCHOR 1N N -:-'. TO MASONRY :: TO ADJACENT•:
SIZf`s`.:EMBEDMENi-: r...;EI E :=_ :;t ANCHOR
TTW__• T 4• 4' 2"
TAPCON°
I. WOOD SCREWINSTAWIIONN01F3:
Maintain a mWmum S/8' edge msirmce. 1' end dbfance. d I' o.c. spachg of
wood scram to prevent the spitting of wood.
r
I
L
STRIKE JAMB
LATCH 6 DEADEOLTDETAIL
HINGE DETAIL
9.&INS
m nNk ror
x
05122108 i
c N.T.S. 9
an OWS M
ar: LFS i
rmk+ W. c
F-L-8871.7 0
a
n 9 OF 11 O
I
5JJ5'
Nei,
T
1
2 1HRESHOLDIrawinpodJustable
5.75-
7L
HOLD
a o standord
3
ES OLD
I:au-0dl,sl
r
r 5.83
6 THtESHOLD
MAX. DESIGN PRESSURE _ +/- 50 PSF
4.56"
9 E HEAD 1 SIDEJamb
21i 23C
r
u vll
i
I
OIl1 ING SIDE
20 SpaeNG SIDFIlIE 21 t 1 NG SAD 22 SpoaQ
r
7/16' GLASS
B1'iE 1'THK.
25
N GLASS 7/16' GLASS
1/2' GLASS 3/4- THK
BITE I /2' THK.
BITE GLASS 1 /8" TEMP.
I
GLASS
AIR SPACE FI 1/8" TEMP.
1 /9' TEMP. \ -
AIRSPACE 1/8'TEMP
AIRSPACE
1 /8" TEMP.
1 /8"TEMP.
SWIGGLE GLAZING •u STEEL
SWIGGLE GLAZING
24 SPACER 24 INTERCEPT
SPACER
24 SPACER. 26 23
G UNG DETAIL GS GLAZING IL
GL GLAIINGDETAII G2 Ptrwtlatedgic 1/71rm6aledglan
3/ MWoted glm
m
a r
Lon
oem
n p x=
Em =mo,
3 ? o=a
r 0 CL
li
c=
me>
z ks!3
z
A o
U
MI KO
O
a a
5 I I i
w =
O O
L
a
05 22 08 3
t N.T.S.
en DWS m
Ml LFS ?
horc No.
m
FL-8871.7 a0
10 or 11 n
A IX BUCK SG >= 0.55 WOOD 40 SMOOTH STAR DOOR -SET DOOR PANEL iDETAILSHEEPFORDETAILS
Florida Building Code Online https://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVX... i
1
BCIS Home 1 Login i User RegBtmtbn I Hot Topics Submit Surcharge Stats a Facts i Publications FBC Stag j BCIS She Hap irks I Search
a '
w
K EiIIJdb Product Approval
a W USER: Public User
i: - -1 1 r.l
Hnduct Anornval Men > Pmducl or Appl tion Seluch > AppJKplpQ`Yy[ > Application Detall
1
T FL # FL15332-R4
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
MI Windows and Doors
650 West Market Street
Gratz, PA 17030
717)365-3300 Ext2560
bsitlinger@miwd.com
Brent Sitlinger
bsitlinger@miwd.com
Category Exterior Doors
Subcategory Sliding Exterior Door Assemblies
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Luis Roberto Lomas
the Evaluation Report
Florida License PE-62514
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2018
Validated By Steven M. Urlch, PE
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
Validation Checklist - Hardcopy Received
EL 5$3Z--K4 COI FMOi.P9f
Standard
AAMA/WDMA/CSA 101/I.S.2/A440
Year
2008
1 of 3 4/15/2018, 5:03 PM
Florida Building Code Online https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVX...
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Method 1 Option D
08/11/2017
08/13/2017
08/15/2017
10/10/2017
Summary of Products
I FL # Model, Number or Name Description -
15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x8O" NOWIREINFORCED .--- - •- -- ----•-
I
1
Limits of Use Installation Instructions ^
Approved for use in HVHZ: No FL,L5332 R4 11 OB OOSOOE.o 1f
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN I FL15332-R4 AE1085Q7D,pdf
PRESSURE RATINGS —Created by independent Third Party: Yes
15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x8o" NOW -
REINFORCED
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: N/A
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN
PRESSURE RATINGS
15332.3 SERIES 420 ALUMINUM SGD
REINFORCED -
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: N/A
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN
PRESSURE RATINGS
15332.4 I SERIES 420 ALUMINUM SGDREINFORCED
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: N/A
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN
PRESSURE RATINGS
15332.5 SERIES 420 ALUMINUM SGD
REINFORCED -
Limits of Use
Approved for use in HVHZ; No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: N/A
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN
iiPRESSURE RATINGS---
115332.6— SERIES 420 REINFORCED
I (ALUMINUM SGD
Limits of Use
Approved for use In HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Installation Instructions
F4:5332 R4 II O8_QQ198E,P0f
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
Evaluation Reports
FLI5332 R4 AE-51080AD--Qdr
Created by Independent Third Party: Yes
SERIES 420 ALUMINUM SGD REINFORCED OXO
145-3/4"x96"
Installation Instructions
Ft„t_5332_R4 [Q@_Q 4_G.pdf
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
Evaluation Reports
FLI5332 R4 AE-5112,% 8-C.pdf
Created by Independent Third Party: Yes
SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX
96"x96" - -- - ----
Installation Instructions
FLI5332 P H 08-02249C,pdf
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
Evaluation Reports
F) 15332 R4 AF51Z969C.odf
Created by Independent Third Party: Yes
SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96"
Installation Instructions
FL>,53 4 11 OS :Q 25aC.pslj
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL1Of Created
by Independent Third Party: Yes -- SERIES
420 REINFORCED ALUMINUM SGD OX, XO, XX 96"
x96" Installation
Instructions i392
R4 lI OB 00499 df Verified
By: Luis Roberto Lomas 62514 Created
by Independent Third Party: Yes 2
of 3 4/15/2018, 5:03 PM
Florida Building Code Online https://www.11oridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVX...
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN EL U32 R4 AE 5106 pdf PRESSURE
RATINGS Created by Independent Third Partv: Vac 15332.
7 SERIES 420 REINFORCED ALUMINUM
SGD Limits
of Use Approved
for use In HVHZ: No Approved
for use outside HVHZ: Yes Impact
Resistant: No Design
Pressure: N/A Other:
REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE
RATINGS 15332.
8 l SERIES 430/440 ALUMINUM SGD Limits
of Use Approved
for use In HVHZ: No Approved
for use outside HVHZ: Yes Impact
Resistant: No Design
Pressure: N/A Other:
REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE
RATINGS 15332.
9 I SERIES 430/440 REINFORCED I
ALUMINUM SGD SERIES
420 REINFORCED ALUMINUM SGD OXO 146"x96" Installation
Instructions FL
15332 R4 II 08-0Q541E,pdf Verified
By: Luis Roberto Lomas 62514 Created
by independent Third Party: Yes Evaluation
Reports L15332
R4 A)_510808D.odf Created
by Independent Third Party: Yes SERIES
430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED
Installation
Instructions EUS332
R4 11 OS-005_Q_ZF.pf Verified
By: Luis Roberto Lomas 62514 Created
by Independent Third Party: Yes Evaluation
Reports FLIS332
R4 A-9-5j 6QQD,pdf Created
by Independent Third Party: Yes SERIES
430/440 REINFORCED ALUMINUM SGD XXX 143"
x96" Limits
of Use Installation Instructions Approved
for use in HVHZ: No W51:12_R4 lUBAU03E.Rdf Approved
for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact
Resistant: No Created by Independent Third Party: Yes Design
Pressure: N/A Evaluation Reports Other:
REFER TO APPROVAL DOCUMENT FOR DESIGN F1.15332 R4 AE 510810D,pof PRESSURE
RATINGS Created by Independent Third Party: Yes eadt
neat CQn1asLU5 ::
2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850.487.1824 The
State of Florida Is an AA/EEO employer. Coovoght 20(7-j01L$jj1S of Florida.:: erbfaLY_tatemeDl .; Ace—•tia*— -- SIDLe10er1[ :. Reftltld_S[atement Under
Florida law, emal addresses are pubic records. R you d0 not want your a -mall address released in response to a pubic -records request, do not send electronic mall
to the; entity. Instead, contact the office by phone or by traditional mail. 8 you have and questions, please contact 850.487.1395. 'Pursuant to Section 455.
275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one.
The emails provided may be used for official communication with the licensee. However email addresses are pubic record. If you do not wish to supply a personal
address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455,
F.S., please click hCM. Product
Approval Aooepta: WF ®
dlni Credit
Card Safe
3
of 3 4/15/2018, 5:03 PM
NOTES:
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REQUIREMENTS OF THE FLORIDA BUILDING CODE.
2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. 1X BUCK OVER MASCNRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED
DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE.
SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR
ENGINEER OF RECORD.
4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT
SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR
CALCULATIONS.
5. FRAME MATERIAL EXTRUDED ALUMINUM 6063—T5.
6. UNITS MUST BE GLAZED PER ASTM E1300-04/09 WITH SAFETY GLASS.
7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE
DEBRIS REGIONS.
8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE
SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4".
9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO
NOT REQUIRE WATER INFILTRATION RESISTANCE.
OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT
10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 3/8• MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE
ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH
TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 1" MINIMUM EDGE
DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
12. FOR ANCHORING INTO METAL STRUCTURE USE # 10 SMS OR SELF DRILLING SCREWS WITH
SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
13. ALL FASTENERS TO BE CORROSION RESISTANT.
14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD — MINIMUM SPECIFIC GRAVITY OF G-0.42
B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI.
C. MASONRY — STRENGTH CONFORMANCE TO ASTIAA C-90, GRADE N, TYPE 1 (OR GREATER).
0. METAL STRUCTURE: STEEL 18GA, 33KS1 OR ALUMINUM 6063—T5 .048" THICK MINIMUM
15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, PIX
TABLE OF CONTENTS
SHEET NO. DESCRIPTION
1 NOTES
2 — 3 ELEVATIONS
4 — 10 INSTALLATION DETAILS
REVISIONS
OMRPIM DATE APPROVED
ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
REVISED INSTALLATION DETAILS 08/03/15 R.L
REVISED INSTALLATION DETAILS 05/21/17 R.L.
SIGNED: 0612112017
MI WINDOWS AND DOORS LLC IICo,,i650REETK17
R
9Ji'J030ETGRATZ. PAWESTJ\GENp
0 5 * = SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" X 96" f
NOTES TAT OF —
V.L 08-02T249 C i%V ON0. `LE
Luis R. Lomas P.E.
FL No.: 62514
NTS DATE 10/30/13 021 OF 10
L R08ERTO LOWAS PE
14M VVOODFORD RO LEKISVILL&NG
43-49soe09 dk n&s@*b acarom
I
F1
H!
6' MAX
96" MAX FRAME WIDTH
2) ANCHORS PER LOCATION
SEE CHART #3
FOR NUMBER OF LOCATIONS
REQUIRED
17' MAX
6' MAX
17" MAX
O.C.
16- {
LAX
AME
IGHT
6" MAX
6' MAX
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
EXTERIOR VIEW
DESIGN PRESSURE RATING IMPACT RATING
35.OPSF NONE
SEE CHARTS 1! AND 12 FOR OTHER UNITS RA77NGS
NOTES:
1. MAXIMUM PANEL SIZE: 48 1R• x 95'
2 MAXIMUM D.LO.. 44 StY x 90 518'
HARDWARE SCHEDULE
FLAT MOUNTED HANDLE SET (99-04-145) AT 38 314" ON CENTER FROM PANEL BOTTOM
METALLIC TANDEM ROLLERS (99.17-195) AT EACH END OF PANEL BOTTOM RAILS
JMINUM 8083-T8 REINFORCEMENT (B88) AT ALL PANEL INTERLOCKS
t WSKINS
itEV DCSCPo 11011 CITE A rPii0rL7J
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
B REVISED INSTALLATION DETAILS 08/03/15 R.L
C REVISED INSTALLATION DETAILS 06/21/-.7 R.L.
CHARTII
WHERE WATER INFILTRATION RESISTANCE IS REQUIRED.
ccF NnTF 0 qmI rlr 1
Design pressure chart (p4
Frame roa Pand and Total Friona VHdth m)
SOW
J0.0 36.0 420 48.
0C) a0.00 77-W 64.00 98.00
Pas I Nay I Pas Nay Pos Neg Pas Nap
4.0 40.0 58.4 40.0 50.9 40.0 45.7 40.0 42.0
ado 40.0 5521 40.0 48.0 40.0 43.0 39.4 394
920 40.0 1 52.4 1 40.0 45.4 40.0 40.6 37.1 37.1
9d0 40.0 1 49.8 1 40.0 431 384 384 35.0 35 0
CHARTOR WHERE
WATER INFILTRATION RESISTANCE IS NOT REOUIRED. SEE
NOTE 9 SHEET I Design
pressure chart (pstl Frans
Snyb
Panal and Total Frame Vdd01(m) NAM
J0.
0 36.0 420 4b.0 a0.
00 7200 64.00 96.00 Pos
I Nay I Pas I Nsp as Nag Pox a4.
0 58.4 58.4 50.9 50.9 45.7 45.7 8a.
0 55,Z 1.0 1 1 454
40.6 40.0 9d0
49.8 49.8 43.1 43.1 384 38.4 CHART
13 Number
oranchor 100ar10n3required Frame
Sngle
ParW and ToW From Wdth m) HM
7lin)
HAS
JO.
0 Ja.O 42.0 48.0 ao.
0 72.0 84.0 96.0 I
Jamb I HAS I Jamb I HAS I lamb HAS lamb 84.
0 4 1 B 1 5 1 6 1 6 1 6 6 a 83.
0 4 a 5 a a a B B 920
4 a 5 8 a a 6 a 9d0
1 4 B 1 s 1 8 6 6 B 6 MI
WINDOWS AND DOORS LLC 650
WEST MARKET STREET GRATZ.
PA 17030 SERIES
420 SGD REINFORCED WITHOUT ADAPTER 96"
X 96" ELEVATION
V.
L. 1 08-02249 srui
NTS 101T, 10/30/13 --2 OF 10 L.
ROBERTO LOTUS P.E. 1432
WOODFORD RD LEWISVIL:.& NC 27023 434.
66E-0S09 Cam SIGNED:
0612112017 5
1RV
1 I IL 0 v •
GENSF 4*
OF A -• J T((* O F • ¢ - 1<r o.
ORIOP•• i//;
sjs/
ONA i IOaG\. Luis
R. Lomas P.E. FL
No.: 62514
c
M
FR
HE
96" MAX FRAME WIDTH
1) ANCHOR PER LOCATION
AT HEAD & JAMBS
SEE CHART #4
FOR NUMBER OF LOCATIONS
REOUIRED
6• MAX - —r
17" MAX
O.C.
6' MAX
17' MAX
O.C.
6" _-
4X
UAE
GHT
6" MAX
6" MAX
I
2) ANCHORS PER LOCATION
SERIES 420 SGD REINFORCED WITHOUTADAPTER AT SILL
EXTERIOR VIEW SEE CHART R4
FOR NUMEER OF LOCATIONS
DESIGN PRESSURE RATING IM.PACTRA77NG
REOUIRED
35.OPSF NONE
SEE CHARTS M1 AND N2 SHEET 2 FOR OTHER UNITS RATINGS
HARDWARE SCHEDULE
FLAT MOUNTED HANDLE SET (99-04.145) AT 76 511" ON CENTER FROM PANEL BOTTOM
METALLIC TANDEM ROLLERS (88-17.195) AT EACH END OF PANEL BOTTOM RAILS
UFANUM 6063-7B REINFORCEMENT (668) AT ALL PANEL INTERLOCKS
REVr=NS
REV OESCRfFRM OATS APPRO/m
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
B REVISED INSTALLATION DETAILS 08/03/15 R.L.
C REVISED INSTALLATION DETAILS 06/21/17 R.L.
NOTES:
1. MAXIMUM PANEL SIZE: 48 1/2" x 95'
2. MAXIMUMDLO.:445.8"x90S8'
CHART 04
Number of anchor locations required
SIn91e Panel and Total Lon Width (i1)
Ranr
Height
30.0 36.0 42.0 48.0
m)
60.0 72.0 HA 9"
HiS Jamb H65 Jamb HiS Jamb HiS Jamb
d4.0 4 6 5 6 6 6 6 6
i6.0 4 6 5 6 6 6 6 8
920 4 6 5 6 6 6 6 6
0 4 8 5 6 6 6 6 8
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
GRATZ, PA 17030
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" X 96"
FIN ELEVATION
V.L 08-02249
SCAE NTS — 10/30/13 --3 OF 10
L ROBERTOL0.4USP.E.
1432 WOODFORD RD LEWLSVELE, NC 270M
434-W OW9 fix=
SIGNED: 0612112017
IR IItoo/,,
C E NSF 1,P
q 51 *
STATE OF cc z
i'PF• c[ORlO
SS 0NA j1E
G\
Luis R. Lomas P.E.
FL No.: 62514
r
1/2" MIN.
EDGE DISTANCE
1
1 3/6" MIN.
WOOD FRAMING
OR 2X BUCK
EMBEQMENT
BY OTHERS
1/4•
MAX.
SHIM
10 WOOD
SPACE
SCREW
10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
EXTERIOR 11 11 11 11 INTERIOR
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES:
I INTERIOR AND E%7ERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E21 12
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
MIN.
ENT
LIN.
1 —iANCE
DESERM11011 I DATE
ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L
REVISED INSTALLATION DETAILS 08/03/15 R.L
REVISED INSTALLATION DETAILS 06/21/17 R.L.
1 3/8" MIN. 1/4• MAX.
EMBEDMENT F SHIM SPACE
IMERfORI
1/2• MIN.
EDGE DISTANCE
F
i
10 WOOD U
SCREW :;I EXTE,
WOOD FRAMING JAMB INSTALLATION DETAIL
OR 2X BUCK
WOOD FRAMING OR 2X BUCK INSTALLATION
BY OTHERS
SIGNED: 06alaO17
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
IllillLlr,i,, L 5 R • 4j i
EGRATZ, PA 17030 G NSF; 9Lp'_
4TVAT;10 F.-Qrz
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
9TA X 9OFRAMEINSTALLATION DETAILS
p
yREv1OF°'
NTS
08
Luis R. Lomas P.E.
FL No.: 62514
A 10/30/13 41ET49 OF 10C'/ONA1i
L ROBEERTO LOMAS P.E
I432 YA7ODFORD RD LEK7SVXLE, NC 27023
111-68&0609 r0oiru V* maspe mn
METAL
STRUCTURE
BY OTHERS
1/2• MIN.
EDGE
rDISTANCE
1/4• MAX.
B r SHIM SPACE
10 SMS OR
SELF DRILLING
SCREW
EXTERIOR 11 11 11 11 INTERIOR
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
10 SMS OR
SELF DRILLING
SCREW
METAL
STRUCTURE
BY OTHERS
1 /2• MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH AST M E2112
1/2• MII
EDGE DISTA
I
10 SMS OR
SELF DRILLING
SCREWS
M ETAL
STRUCTURE
BY OTHERS
RENISMS
REV DESCF UMON DATE APPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 ILL
8 REVISED INSTALLATION OETAILS 08/03/15 R.L.
C REVISED INSTALLATION DETAILS 06/21/17 R.L
W rl
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SIGNED: 06212017
MI WINDOWS AIDE DOORS LLC 0r,
WEST M vtt to
E N9. GRATZ, PA 17030 G d+
SERIES 420 SGD REINFORCED WITHOUT ADAPTER I 1 D, &IZ5Jr'
FRAME INSTALLATION DETAILS p • TAT OF
DAWN. DMG ro. REV iOF • R[ 0 R %0'
9V.
1L.
08—02249 C ONA j1E 1G whNTS 10/30/13 5 OF 10
L. ROBERM I.OUAS P.c Luis R. Lomas P.E.
I4V WOODFORD RD LEVYISVILLE. NO 27027 FL No.: 62514d34-M•0909 &*o-@X—UPV.tom
1 1/2• MIN 1° MIN.
SEPARATION EDGE DISTANCE F
Q "• 1 1/4" MIN.
EMBEDMENT
CONCRETE/
MASONRY
1/4' MAX
BY OTHERS
F SHIM SPACE
OPTIONAL
1X BUCK
TO BE
PROPERLY
SECURED
SEE NOTE 3
SHEET 1
3/16" TAPCON
MASONRY/
CONCRETE
BY OTHERS
3/16" TAPCON
EXTERIOR I I I I I I I INTERIOR
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
y 1 1/4• MIN.
n• .• EMBEDMENT
d 1
a-
2 7/8' MIN 1• MIN.
SEPARATION EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETE MASONRY INSTALLATION
REVEMNS
DESCRPTION DATE APPROVM
ADDED FLANGE AND FIN INSTALLATION 72/10/13 R.L.
REVISED INSTALLATION DETAILS 08/03/15 R.L.
REVISED INSTALLATION DETAILS 06/21/17 R.L.
1 1/4" MIN.
EMBEDMENT
1 J 1 /4" MAX.
1 • v I r SHIM SPACE
MIN. I INTERIOR
EDGE •
DISTANCE
a
3.
n
MIN ,
SEPARATION
3/16• TAPCON
EXTERIOR
CONCRETE/MASONRY
BY OTHERS JAMB INSTALLATION DETAIL
CONCRETb1NASONRY INSTALLATION
OPTIONAL 1 X BUCK
TO BE PROPERLY
SECURED
SEE NOTE 3 SHEET 1
NOTES.
I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE MT H ASTM E2112 SIGNED: 06121.12017
MI 650WINDOWS ARDEDOOREETRS LLC `\\\J\S1It- L0WEST, GRATZ, PA 17030 ` ., G E N q' J+
SERIES 420 SG0 REINFORCED WITHOUT ADAPTER = *• oy8 6 k
96" X 96" — (it _
FRAME INSTALLATION DETAILS TATE OF : e
oRMW DTI ND. REV .11, :c OR! t GZ'`
V.L.
TCZE aTE
08-0022249 C
NTS 10/30/13 6 OF 10
L ROSERTO LOWAS AE Luis R. Lomas P.E.
Jim WOODFORD RD LEWISVILLE. NC 27V3 FL No.: 62514I3.-6D6-0699 ILbrNzs 9goma.W..com
1/2" MIN.
EDGE DISTANCE
WOOD FRAMING 1 3/8" MIN.
OR 2X BUCK j EMBEDMENT
BY OTHERS
1/4" MAX.
SHIM SPACE
10 WOOD
SCREWS
EXTERIOR LL U LL11 INTERIOR
TO 6E SET IN
OF
OVED SEALANT
Q10 WOOD
SCREW
WOOD FRAMINC
OR 2X SUC8
BY OTHER
MIN.
VENT
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES'
I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
1 3/8" MIN.
EMBEDMENT
1
1/2" MIN.
EDGE DISTANCE
10 WOOD
SCREWS
WOOD FRAMING
OR 2X BUCK
BY OTHERS
REYMNS
REY DESCWPOON DATE APPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
B REVISED INSTALLATION DETAILS 08/03/15 ILL
C REVISED INSTALLATION DEfNLS O6/21/17 R.L
1/4" MAX.
SHIM SPACE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
SIGNED: 0612112017
AND DOORSMIWINDOWS650WESTMARKETSTTREETLLC J\S1REIL10 X
NSFGRATZ, PA 17030 v, \c •d1
SERIES 420 SGD REINFORCED WITHOUT ADAPTER Z- * 0, 61251
96" X 96"
FLANGE INSTALLATION DETAILS o , TA OF
GRAM. ONC RO. REV s. Z O RID"'•G\
V.L. 08—Fo2249 C i/sfONADATENTS10/30/13 7 OF 10 j1E
L ROBERTO LON4S P E Luis R. Lomas P.E.
14V WOODFORD RD LEV4SVILLF, NC 270M FL No.: 62514
47 fiEE-0609 rWnus¢WCmesp.pm
1
1/2- MIN.
EDGE
DISTANCE
METAL
STRUCTURE
BY OTHERS
J10 SMS OR
SELF DRILLING
SCREW
METAL
STRUCTURE
BY OTHERS
EXTERIOR
1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS.
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
1/4" MAX.
SHIM SPACE
110 SMS OR
SELF DRILLING
SCREW
INTERIOR
L TO BE SET IN
BED OF
PROVED SEALANT
im
1/2"
MIN.
EDGE
DISTANT
10 SMS OR
SELF DRILLING
SCREWS
METAL
STRUCTURE
BY OTHERS
w—
REVISIONS
REV OESORPRON DATE APPROVm
A ADDEO FLANGE AND FIN INSTALLATION 12/10/13 R L
B REVISED INSTALLATION DETAILS 08/03/15 R.L.
C REVISED INSTALLATION DETAILS 06/21/17 R.L.
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SIGNED: 0612112017
MI WINDOWS AND DOORS LLC 11++IIIIrIr
650 WEST . MARKET STREET
GRATZ, PA 17030
J S f:'• GENs 9s r
SERIES 420 SGD REINFORCED WITHOUT ADAPTER N0 61 * =
FLANGE INSTALLATION DETAILS p ,, SSTAT OF
OAF [ ORWW Oft NO REv D R 19r •
V.L. 08 C s`r101VA"E G\ 5022T24961TEsrALENTS10/30/13 8 OF 10
L ROBERTO LOU4S P E
TAV WOODFORDRDLEWISVILE,NCPT023
434-M4O9 AbM9WLo=p.lblll
Luis R. Lomas P.E.
FL No.: 62514
1 1/2" MIN. 1" MIN.
SEPARATION DGE DISTANCE
4
1 1/4' MIN.
n EMBEDMENT
CONCRETE/
e
I
MASONRY 1/4' MAX.
BY OTHERS
SHIM SPACE
OPTIONAL
1X BUCK
TO BE
PROPERLY 1
SECURED
SEE NOTE 3
SHEET 1
3/16" TAPCON
3/16' TAPCON
MASONRY/
CONCRETE
BY OTHERS
EXTERIOR U [H INTERIOR
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
e
e 1 1/4" MIN.
EMBEDMENT
e
2 7/8' MIN. 1' MIN.
SEPARATION EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETE/MASONRY INSTALLATICN
REY KMS
DESCRFMN DATE APPRWED
ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
REVISED INSTALLATION DETAILS 08/03/15 R.L.
REVISED INSTALLATION DETAILS 06/21/17 R.L.
1 1/4- MIN
EMBEDMENT
M1,N.
EDGE
1/4' MAX.
SHIM SPACE
INTERIOR
DISTANCE Yl Filt
MIN.
SEPARATION
EL f
v
3/16- TAPCON EXTERIOR L
CONCRETE/MASONRY JAMB INSTALLATION DETAIL
BY OTHERS CONCRETEIMASONRYIAISTALLAT70N
OPTIONAL IX BUCK
TO BE PROPERLY
SECURED
SEE NOTE 3 SHEET 1 NOTES:
1. INTERIOR AND EXTERIOR FINISHES. BYOTHERS,
NOT SHOWN FOR CLARITY
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE W11 H ASTM E2112
SIGNED: 0612112017
MI WINDOWS AND DOORS LLC 11
650 WEST MARKET STREET
R
J\5 . - * ice
GRATZ. PA 17030 v •G E N 3 qiP
51SERIES420SGOREINFORCEDWITHOUTADAPTER _ *• 0,.
6IV96" X 96"
TIOFLANGEINSTALLATION DETAILS TAT OFTATOF
DRAWN: Dec ND.
O
REv ii/.t S ; Z 0 R M08— 022
TS DATE 10/30/13 <9 OF 10
L ROBERTO LOMAS P.E.LuisE R. Lomas P.E.
1432 WOODFORD RD LEWSVILLE, NC 27023
FL No.: 6251d434-6U.O 10s r4DT sal wmas;w-
WOOD FRAMING
BY OTHERS
1 1/4-
MIN.
EMBEDMENT
APPROVED -
SEALANT
BEHIND FIN
Ps WOOD
SCREW
APPROVED
SEALANT
BEHIND FIN
88 WOOD
SCREW
1/4" MAX
SHIM SPACE
7/16" MIN
EDGE DISTANCE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN.
EMBEDMENT
WOOD
FRAMING
BY OTHERS INTERIOR TRIM
1/2• MIN.
REVIS101tS
REV DESCRP ON M7E APPRDYM
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L
B REVISED INSTALLATION DETAILS 08/03/15 R.L.
C REVISED INSTALLATION DETAILS 06/21/17 R.I.
1 5/8- MIN.
EDGE DIST.
TRIM
1 1/4" MIN.
INTERIOR EMBEDMENT
MASONRY/CONCRETE
BY OTHERS
I BUCK BY OTHERS,
HOOK STRIP 1X BUCK TO BE
PROPERLY SECURED
t 3/16"
EXTERIOR PANEL INTERLOCK
HOOK STRIP INSTALLATION
MASONRYILONCRETE
METAL STRUCTURE
1/2' MIN. BY OTHERS EDGE DISTANCE
TRIM
INTERIOR
1/4" MAX. 1 3/8' MIN.
SHIM SPACE EMBEDMENT
7/16• MIN ,T rI 1
HOOK STRIP
EDGE DISTANCE
HOOK STRIP
I
i
10 SELF DRILUNG
SCREW
S10 WOOD PANEL
I
SCREW EXTERIOR INTERLOCK
EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION
INTERIOR METAL S I HUC I URE
EXTERIOR HOOK STRIP INSTALLATION SIGNED: 0612112017
2X BUCKANOOD FRAMfNG
MI WINDOWS650 AND RELLC WEST
MARKET STREET GRATZ,
PA 9J+' 17030GENS VERTICAL
CROSS SECTION SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0y6t'51 DR
TION
SE INSTALLATION
WOODlU
INSTALLATION FORSILLINSTALLATION SEE SHEeTS A-9 96"
X 96" NAILFIN
R HOOK IMSTALLATION DETAILS Or yu
z oo•• STAi OF NOTES.
oRAW.. DM Ra REv j'n • i0R10?' • INTERIOR
AND EX NOTSHO
NFORCLARITt TERIOR
FINISHES, BYOTHERS. 08-02249 C1. sSpA11tG 2
PERIMETER AND JOINT SEALANT BY0774ERSTOBE sc&ENTS arE 10/30/13 10 OF 10 DESIGNED
IN ACCORDANCE WITHAS1ME21f2 L. ROSER70 LOUAS P.E. LUIS R. Lomas P.E. 1472
KOODFORD RD LEK7SVLLLE, NC 27023 FL No.: 62514 dWV6'09 Ra7ws&*kmL%o&c=AL
Florida Building Code Online https://www.floridabui ldi ng.org/pr/pr_app_dtl.aspx?param=wG EV X...
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r
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djFlorida r I It Product Approval
1-R USER: Pubic User
Product Aornoy-al Menu > Product or AoOultlnn Search > ApgjtaLhdLfit > Application Detall
FL # FL15279-R5
Application type Revision
Code Version 2017
Application Status Approved
Comments reapply 11/28/17
Archived
Product Manufacturer Clopay Building Products Company
Address/Phone/Email 8585 Duke Blvd.
Mason, OH 45040
513)770-6062
mwesterfleld@clopay.com
Authorized Signature Scott Hamilton
shamilton@clopay.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Exterior Doors
Subcategory Sectional Exterior Door Assemblies
Compliance Method Certification Mark or Usting
Certification Agency Intertek Testing Services NA, Inc.
Validated By Gary Pfuehler
Validation Checklist - Hardcopy Received
Referenced Standard and Year (of Standard) Standard Y U
ANSI/DASMA 108 2005
ANSI/DASMA 115 2005
ASTM E1886 2002
ASTM E1996 2002
ASTM E330 2002
Equivalence of Product Standards
Certified By Florida Ucensed Professional Engineer or Architect
FL15279 R5 EquIv20 70809 - FBC - DASMA 108 equlv.p
FL35279 R5 Eguly . 70809 - FBC - DASMA 115 equiv_.pdf
I of 7 4/15/2018, 5:17 PM
Florida Building Code Online https://www. floridabuildiilg.org/pr/pr_app_dtl.aspx?paratn=wGEVX...
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
Go to Page le
Method 1 Option A
08/10/2017
11/29/2017
12/05/2017
FL # Model, Number or Name Description
1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 29 ga. min.) Single -Car (up to 9'0" wide)
WINDCODE® W3 Garage Door
40 0 Page l/80 0
15279.1 001 W3-09 DSIE-1A171: 2050,
2051, 2053, 4050, 4051, 4053, 62,
64, 65, 62G, 62LG, 64G, SDP38,
SFL38, SRP38, 134, 135, 136,
l6130, 6131, 6133
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 f CAC Leer. wAh Proof of contract and proof
Approved for use outside HVHZ: Yes of Inspgr_tlQo.cdf
Impact Resistant: N/A FL15279 R t At W Ll ting_IrlSertglS,Rdf
Design Pressure: +20 PSF/-20 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL1527_9 65_II 101655-Revi2.Ddf
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.2 002 W3-09 DSIE-1A471: GDISP, Gal lery/Artlstry/Expressions: 1-3/8" Double -skin Insulated
GR1SP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
ARILP, EDISP, ED1LP, 4132, 2132, Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door
6132, SFC38, MFC38
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No ELMZ9_R5_L__CAC_Wt r wi h proof of contract and prpgf Approved
for use outside HVHZ: Yes gf1n.5Qc!cll2rhW Impact
Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek,gllf Design
Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other:
The OPTIONAL glazing available for this product 05/21/2028 meets
the wind load requirements of the building code but Installation Instructions DOES
NOT meet the Impact resistant requirement for FI152?9__R5-1T_103952_UY.DLRdf windborne
debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. . comply
with the impact resistant requirement for windborne Created by Independent Third Party: debris
regions (ref 1609.1.4 FBC). Evaluation Reports I
Created by Independent Third Party: 15279.
3 003 W3-09 DSIU-1A171: 9130, 9131,
9133, HDP13, HDPF13, HDPL13,
7130, 7131, 7133, 8130, 8131,
8133 Limits
of Use Approved
for use in HVHZ: No Approved
for use outside HVHZ: Yes Impact
Resistant: N/A Design
Pressure: +20 PSF/-20 PSF Other:
The OPTIONAL glazing available for this product meets
the wind load requirements of the building code but DOES
NOT meet the impact resistant requirement for windborne
debris regions. The product without glazing DOES comply
with the impact resistant requirement for windborne debris
regions (ref 1609.1.4 FBC). Double -
skin Insulated PUR (exterior skin 27 ga. min.; Interior
skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODEO
W3 Garage Door Certification
Agency Certificate - FI.
15279 R5 C CAC Letter with pLog_9.f_l;ontract and proof 9f
ins Mon,P-df FL15379
R5 C CAC W3 Llsjing Interrtek.pAf Quality
Assurance Contract Expiration Date 05/
21/2028 Installation
Instructions FL15279
R5 II 104175-Rgy01.pdf Verified
By: Intertek Testing Services NA, Inc. Created
by Independent Third Party: Evaluation
Reports Created
by Independent Third Party: 15279.
4 004 W3-16 DSIE-1A171: 2050, 1-3/8" Double -skin Ins 2051,
2053, 4050, 4051, 4053, 62, Interior skin 29 ga. min 64,
65, 62G, 62LG, 64G, SDP38, WINDCODEO W3 Gara SFL38,
SRP38, 134, 135, 136, 6130,
6131, 6133 ulated
EPS (exterior skin 27 ga. min.; Double -
Car (97" to 16'0" wide) ge
Door 2
of 7 4/15/2018, 5:17 PM
Florida Building Code Online https://www. floridabuilding.org/pr/pr_app_dtl.aspx?parwn=wGEVX...
j Limits of Use
Approved for use In HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Othere The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the Impact resistant requirement for
windborne debris regions. The product without glazing DOES
1 comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.5 005 W3-16 DSIE-1A471: GD1SP, -
GR1SP, GD1LP, GR1LP, AR1SP,
AR1LP, ED1SP, ED1LP, 4132, 2132,
6132, SFC38, MFC38
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.6 006 W3-16 DSIU-IA171: 9130,
9131, 9133, HDP13, HDPF13,
HDPL13, 7130, 7131, 7133, 8130,
i 8131, 8133
Limits of Use
Approved for use In HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windbome debris regions. The product without glazing DOES
comply with the Impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FL15279 R5 C CAC Letter wlth proof of contract and proof
of inspenlpr ,pjjf
FL15279 RS C CAC w3 Usti intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 Il 101$20-R"v_j3Lpdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated
EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
Double -Car (9'2" up to 16'0' wide) WINDCODE@ W3 Garage
Door
Certification Agency Certificate -
FL15279_115C CAC Lettgr with_proof of contract And_ptoof of
Inspgctlon.pdf FLI.
5279 RS C CAC W3 Listing Intertg_k.pdf Quality
Assurance Contract Expiration Date 05/
21/2028 Installation
Instructions FL15279
R5- 11 10402Q-R v01.pdf Verified
By: Intertek Testing Services NA, Inc. Created
by Independent Third Party: Evaluation
Reports Created
by Independent Third Party: Double -
skin Insulated PUR (exterior skin 27 ga. min.; interior
skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE@
W3 Garage Door Certification
Agency Certificate FL1
279 R! G GACLgtter with oroofof c,yntractand Drool of
InspeCtlon,Rd1 FL15279
R5 C CAC W3 LIs It figIntp_rtek.pdf Quality
Assurance Contract Expiration Date 05/
21/2028 Installation
Instructions FL15279
R5 tl 104.1C;g-R v jl pdf Verified
By: Intertek Testing Services NA, Inc. Created
by Independent Third Party: Evaluation
Reports Created
by Independent Third Party: 15279.
7 007 W3-16 PAN-21`153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75,
190, 84A, 94, 42, 48, 55, 428, WINDCODE@ W3 Garage Door 48B,
55S, 411ST, 611ST, 4RSF, 6RSF Limits
of Use Approved
for use in HVHZ: No Approved
for use outside HVHZ: Yes Impact
Resistant: N/A Design
Pressure: +20 PSF/-21 PSF Other:
The OPTIONAL glazing available for this product meets
the wind load requirements of the building code but DOES
NOT meet the Impact resistant requirement for windborne
debris regions. The product without glazing DOES comply
with the Impact resistant requirement for windborne I
debris regions (ref 1609.1.4 FBC). 15279.
8 008 W4-09 DSIE-IF171:4300, 4301,
4310, 4400, 4401, HOG, HDGL,
HDGF, 66, 66G, 67, 67G, 68, SP200,
SF200, SE200, 6200, 6201, I
6203 Limits
of Use Approved
for use in HVHZ: No Approved
for use outside HVHZ: Yes Impact
Resistant: No Design
Pressure: +28 PSF/-29 PSF Other:
The OPTIONAL glazing available for this product Certification
Agency Certificate 1,
152Z9SSS 40ttgLw iLOon ra4t @ IL40f of
In$pection.pdf ELx52Z9B5
C_GAIZW3_Ll$tlgg_lnterfei( pdf Quality Assurance
Contract Expiration Date 05/21/
2028 Installation Instructions
L15379 I1
1013 -Rey,1 _pdf Verified By:
Intertek Testing Services NA, Inc. Created by
Independent Third Party: Evaluation Reports
Created by
Independent Third Party: 2" Double -
skin Insulated EPS (exterior skin 27 ga. min.; Interior skin
27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE@ W4
Garage Door Certification Agency
Certificate FL15279 RS
C CAC_Letter with proof of contract_an_d_prooF of inspectio
r _pdf FL-1527
R5 C r W4 I I1At In ertek,p-51f QualityAssurance
Contract Expiration Date 05/21/
2028 3 of
7 4/15/2018, 5:17 PM
Florida Building Code Online hups://www. floridabLI iIding.org/pr/pr_app_dtl.aspx?param=wG EVX...
meets the wind load requirements of the building code but
t
I Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 RS Il 1Q1fj$2 0 Re v11,pr f
windborne debris regions. The product without glazing DOES Verified By: Intertek'resting Services NA, Inc.
comply with the impact resistant requirement for windborne Created by independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
ice ---- ------- --
115279.9 1 009 W4-09 DSIE-1F471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS
GR2SP, GD2LP, GR2LP, AR2SP, exterior skin 27 ga. min.; interior skin 27 ga. min.) Single-
AR2LP, ED2SP, ED2LP, 4302, HDGC, Car (up to 9'0" wide) WINDCODE® W4 Garage Door
6202, SFC68, MFC68
Limits of Use Certification Agency Certificate
Approved for use In HVHZ: No FLI5?79RS ;ALetter with proof of 6ontract and proof Approved
for use outside HVHZ: Yes of inspection.pdf Impact
Resistant: No F 1 Z9 RS C CA-C-W_q_U. ting_Intertek;pdf Design
Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other:
The standard glazing available for this product 05/21/2028 meets
the wind load requirements of the building code but Installation Instructions DOES
NOT meet the impact resistant requirement for F279 K}_11 03 6 8_Rev03,pdf windborne
debris regions. Verified By: Intertek Testing Services NA, Inc. i
Created by Independent Third Party: Evaluation
Reports 15279.
10 010 W4-09 DSIU-1F171: 9200, 9201,
9203, HDP20, HDPF20, HDPL20,
7200, 7201, 7203, 8200, 8201,
8203 Limits
of Use Approved
for use in HVHZ: No Approved
for use outside HVHZ: Yes Impact
Resistant: N/A Design
Pressure: +28 PSF/-29 PSF Other:
The OPTIONAL glazing available for this product meets
the wind load requirements of the building code but I
DOES NOT meet the impact resistant requirement for windborne
debris regions. The product without glazing DOES comply
with the impact resistant requirement for windborne debris
regions (ref 1609.1.4 FBC). 15279.
11 011 W4-09 DSIUO-11<479: Canyon Ridge/
Brookstone Limits
of Use Approved
for use in HVHZ: No Approved
for use outside HVHZ: Yes Impact
Resistant: N/A Design
Pressure: +28 PSF/-29 PSF Other:
The OPTIONAL glazing available for this product meets
the wind load requirements of the building code but DOES
NOT meet the Impact resistant requirement for windborne
debris regions. The product without glazing DOES comply
with the Impact resistant requirement for windborne debris
regions (ref 1609.1.4 FBC). 15279.
12 012 W4-09 PAN-21`151: 73, 1500, 75,
190, 84A, 94, 76, 42, 48, 55, 42B,
48B, 55S, 4RST, 611ST, 4RSF, 6RSF,
2RST, GD5S, GD5SV, GR55, GR55V,
AR5S, ARSSV, EDSS, ED5SV Limits
of Use Approved
for use In HVHZ: No Approved
for use outside HVHZ: Yes Impact
Resistant: No Design
Pressure: +25 PSF/-32 PSF Other:
The standard glazing available for this product meets
the wind load requirements of the building code but DOES
NOT meet the Impact resistant requirement for windborne
debris regions. Created
by independent Third Party: Double -
skin Insulated PUR (exterior skin 27 ga. min.; interior
skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODEO
W4 Garage Door Certification
Agency Certificate FLd5ZZ9RS
C:S9G_4e tter with proof of contract and proof o
inspe4hon,pdf F1,
15279 R5 C CM: A 4 UaUp-g 1P k.Rdf Quality
Assurance Contract Expiration Date 05/
21/2028 Installation
Instructions F615279
RS II IQ418 -R v 1 pdf Verified
By: Intertek Testing Services NA, Inc. Created
by Independent Third Party: Evaluation
Reports Created
by Independent Third Party: Double
Skin Insulated PUR (exterior skin 27 ga. min.; Interior
skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide)
WINDCODE® W4 Garage Door Certification
Agency Certificate FLy5.
Z9 R A.[IOC I[h.pfQ4LQf S4LSfaSS-dOi-pr.Q4f Qf
I15QeS11911.R f ELI-
S27-9_-RS C-CAC_W-4-Llsting-Intertek.Pdf Quality
Assurance Contract Expiration Date 05/
21/2028 Installation
Instructions EL),
52J79 R5 Ii 104456-RevOl.odf Verified
By: Intertek Testing Services NA, Inc. Created
by Independent Third Party: Evaluation
Reports Created
by Independent Third Party: Steel
Pan (min. 25 ga.) Single -Car (up to 9'0" wide) WINDCODEp
W4 Garage Door Certification
Agency Certificate FL15279
115 C CAC Letter with proof of contract and proof of
inspection.pdF f35_
Z7_9_95 C CAC W4 Li5Vng_InWn_ekpdJ Quality
Assurance Contract Expiration Date 05/
21/2028 Installation
Instructions FL15279_
R5 11300159 B=Reyl 6. pdf Verified
By: Intertek Testing Services NA, Inc. Created
by Independent Third Party: Evaluation
Reports Created
by Independent Third Party: 4
of 7 4/15/2018, 5:17 PM
Florida Building Code Online https://www. fl oridabu i ld i ng.org/pr/pr_app_dtl.aspx?param=wG EVX...
15279.13 013 W4-09 PAN-21`441: G4S, GS4,
G4L, GL4, G04S, GD4L, GR4S,
GR4L, G4SV, GS4V, G4LV, GL4V,
GD4SV, GD4LV, GR4SV, GR4LV, E4S,
E4L, ED4S, ED4L, E4SV, E4LV,
ED4SV, ED4LV, SS4, SL4, A114S,
AR4L, SS4V, SL4V, AR4SV, AR4LV
imits of Use
Ipproved for use In HVHZ: No
Ipproved for use outside HVHZ: Yes
mpact Resistant: No
eslgn Pressure: +25 PSF/-32 PSF
ther: The standard glazing available for this product
Teets the wind load requirements of the building code but
DES NOT meet the Impact resistant requirement for
Indborne debris regions.
Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single -
Car (up to 9'0" wide) WINDCODE@ W4 Garage Door
Certification Agency Certificate --
T
FL15279 RS C CAC Letter vjjtb_pLQ_ L of contract an proof
ofinspectlgn.pdf
EU5279_R5 C CAC_y 4 Lisjing lntertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL1527-9-R5_11_1034BG_B-R xU.vdf
Verified By: Intertek Testing Services NA, Inc.
Created by independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.14 014 W4-09 SPO-21`449: Grand Steel Pan (min. 24 ga.) with Overlay Single -Car (up to
Harbor, Stone Manor 9'0"wide) WINDCODE@ W4 Garage Door
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15Z79 R5_C CAC Letter with proof of contract and proof
Approved for use outside HVHZ: Yes of Inspectlon.pdf
Impact Resistant: N/A FLI5279 R5 C CAC W4 listing Intertek.pdf
Design Pressure: +25 PSF/-32 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 105/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the Impact resistant requirement for I FL15279 R5 11 103549-Re OLI .pdf
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for wlndborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). I Evaluation Reports
Created by Independent Third Party:
15279.15 015 W4-16 DSIE-IF171: 4300, 2" Double -skin Insulated EPS (exterior skin 27 ga. min.;
4301, 4310, 4400, 4401, HDG, I Interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
HDGL, HDGF, 66, 66G, 67, 67G, 68, WINDCODE@ W4 Garage Door
SP200, SF200, SE200, 6200, 6201,
6203
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 RS_C CAC_Letter with proof of contract armed proof
Approved for use outside HVHZ: Yes of Inspecblon.pdf
Impact Resistant: No F 35279 RS C CAC-W4 Llstlng Intertek.pdf
Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date
Other: The standard glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the Impact resistant requirement for FL15279 RS H 101481-B-Rev13.pdf
wlndborne debris regions. Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by In dependent Third Party:
15279.16 016 W4-16 DSIE-IF471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS
GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; Interior skin 27 ga. min.) Double-
AR2LP, ED2SP, ED21-13, 4302, HDGC, Car (9'2" up to 16'0" wide) WINDCODE@ W4 Garage Door
6202, SFC68, MFC68
Limits of Use Certification Agency Certificate
Approved for use In HVHZ: No FL15279 R5_C_CAC Letter wllh proof of contract and proof
Approved for use outside HVHZ: Yes of inspection.pdf
Impact Resistant: No FL15279 R5 C CAC W4_hjp1jng_LntQrtek.pdf
Design Pressure: +25.5 PSF/-25.5 PSF I Quality Assurance Contract Expiration DateiOther: The standard glazing available for this product , 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279R911 104029&=Rev_03_pdf
wlndborne debris regions. Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.17 017 W4-16 DSlEO-1F479: Double Skin Insulated EPS (exterior skin 27 ga. min.; Interior
Coachman/Settlers/Affinity skin 27ga. min.) with Overlay Double -Car (up to 16'0" wide)
WINDCODE@ W4 Garage Door
5 of 7 4/15/2018, 5:17 PM
Florida Building Code Online https://www. fl oridabu i id ing.org/pr/pr_app_dt l.aspx?parain=wG E VX...
I Limits of Use
Approved for use in HVHZ: No
I! Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25 PSF/-25 PSF
I Others The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the Impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
I debris regions (ref 1609.1.4 FBC).
15279.18 018 W4-16 DSIU-1F171: 9200, -
9201, 9203, HDP20, HOPF20,
HDPL20, 7200, 7201, 7203, 8200,
8201, 8203
Limits of Use
Approved for use In HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25.5 PSF/-25.5 PSF
Other. The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the Impact resistant requirement for windborne
idebris regions (ref 1609.1.4 FBC).
15279.19 -
Y
019 W4-16 DSIUO-1K479: Canyon
Ridge/Brookstone
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25.5 PSF/-25.5 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the Impact resistant requirement for
1 windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
r --- - - - - -
15279.20 020 W4-16 PAN-2F153: 73, 1500,
75, 190, 84A, 94, 42, 48, 55, 4RST,
611ST, 4RSF, 6RSF, GD5S, GD5SV,
GR5S, GRSSV, ARSS, AR5SV, EDSS,
IEDSSV
Limits of Use
Approved for use In HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +24 PSF/-24.5 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
Go to Page
Certification Agency Certificate
F415279 RS C CAC Letter with proof of contract and proof
of Inspection.pd(
FL15279 R5 C CAC W4 Listing Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FI15?.79__R; 11 ].0304G-Rev07.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Double -skin Insulated PUR (exterior skin 27 ga. min.;
Interior skin 27 ga. min.) Double -Car (97' to 16'0" wide)
WINDCODE® W4 Garage Door
Certification Agency Certificate
FL15279 RS C CAC—Letter_vdth proof-_gf-Sontr.act atgl proms
of Inspection.pdf
FLl 27 R5 C 1 W4 Llstrng Intertek,pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 lI 104169-11ev-QI.2df
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Double Skin Insulated PUR (exterior skin 27 ga. min.;
interior skin 27ga. min.) with Overlay Double -Car (9'2" to
16'0" wide) WINDCODEO W4 Garage Door
Certification Agency Certificate
FLI5279 RS C CAC Letter with proof of contract and proof
of Inspectlon•pdf
FLIS279 R5 C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 104457-Rev02.p_df
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide)
INDCODEQ W4 Garage Door
Certification Agency Certificate
FL]7J R5_CAC LetteLWlttLRl42f 4f_S4IltC L @Ildl]4f
of In$Rectlon•pdf
EL15279 RS_CCAC_W4_Listing-intertek.gdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
EU5279 R 1l-Ol"l L e.V,15.Pd
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
rte:t
40 0 Page 1/ 8 0 0
The State or Fbrlda Is an AA/EEO employee C44Y119Ili3S1_34 i.r`tdte9.LElQfidd, :: Pr1`raSY Statement :: Accessibility Statement :: Refund Statement
Under Florida law, email addresses are public records. U you do rot want your e-mad address released in response to a pubbc-records request, do not send electronic
6 of 7 4/15/2018, 5:17 PM
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mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. "Pursuant to section
455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an emal address if they have
one. The emals provided may be used for official communisation with the licensee. However email addresses are public record. If you do not wish to supply a
personal address, please provide the Department with an emall address which can be made available to the public. To determine if you are a licensee under Chapter
ASS, FS., p'ase click hem
Product Approval Accepts:
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7 of 7 4/ 15/2018, 5:17 PM
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Florida Building Code Online https://www.floridabuilding.org/pr/pr_app_dti.aspx?paramwGFVX...
1 1 1
SCIS Home 1 Lag In User Registration i Hot Topics i Submit Surcharge i Stats S Facts i Publications i FBC Staff BCIS Site Map I Links I Search I i
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USER, Public User i'
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etgAuct Aniyovnl Menu > p{r (W,Qr [fig IgpI(,Qrf_$earctJ > SpQll - n_ I, t > Application Data"
II
FL # FL17499-113
Application Type Revision ry,
Code Version 2017
Application Status Approved I'
Approved by DBPR. Approvals by DBPR shall be reviewed and ratified 7
by the POC and/or the Commission If necessary.
I
Comments i
i
Archived i
I
Product Manufacturer MI Windows and Doors
Address/Phone/Email 650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560 i
bsitlinger@miwd.com
I
I
Authorized Signature Brent Sitlinger
bsitlinger@miwd.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Certification Agency
Validated By
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Product Approval Method
Windows
Single Hung
Certification Mark or Listing
American Architectural Manufacturers Association
Steven M. Urich, PE
Validation Checklist - Hardcopy Received
Standard Year
AAMA 506 2011
AAMA/WDMA/CSA 101/i.S.2/A440 2008
AAMA/WDMA/CSA 101/I.S.2/A440 2011
Method 1 Option A
1 of 4 4/13/2018, 7:05 AM
Florida Building Code Online https://www. floridabuilding.org/pr/pi_app_dti.aspx?param=wGEVX...
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
01/15/2018
01/15/2018
01/21/2018
Summary of Products
FL # Model, Number or Name Description
117499.1 185 SH 136x84 Fln/Flange Frame 1G/SG Impact Single Hung
Limits of Use ! Certification Agency Certificate
Approved for use In HVHZ: No i FL37499 R3 CCC Ml Windows 185 Sti—(Finl Impact
Approved for use outside HVHZ: Yes
Impact Resistant: Yes I FL17493R3 C C51 M[ Win ov s 165 SH (Fln) Impact (5)
Design Pressure: +55/-55 ( Dong.Qdf
Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 CCAC M Windows=185 Flange Impact
bedded In Pecora 896 sealant. (3) prif
FL17499 R3 C CAC MI Wlndow5;185 SH (Flange Imp
4),pdf
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
FL1749 R3 fl Q8_02545B.pdf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL174 _9 R3 AE 5133218-3_pdf
Created by Independent Third Party: Yes
17499.2 1185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC APC(13361,1726.01-1Q9 47=R0 I85
Approved for use outside HVHZ: Yes SH-{—FLG waiver)-.Pf
Impact Resistant: No FL1749Q R3C CAC M—indow5 - 185 SH Fln)-(11).pdf
Design Pressure: +60/-60 f L17499 R3 C CAC MI Wmdows - j85 SHSH (Fig (12)_pdf
Other: R-PG60 Fl_17499 R3 CCQC MI Wlrld_ows 185 ;_II_ Flange)
1Q),pdf
Quality Assurance Contract Expiration Date
10/08/2018
Installation Instructions
FL1-7499 R3 11 08-02549B_pdf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE !ill 327E-4.pdf
I Created by Independent Third Party: Yes
17499.3 165 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC APC(1331i3)E1729_01-109-47_Rp_185
Approved for use outside HVHZ: Yes SH (FLG waivgElpdf
Impact Resistant: No FL17499 R3 C_qCMlnws`185 SH_(FIn)_L3),pdf
Design Pressure: +60/-60 FL,1,7499 R3 C CAC MI Windpw5=185 SH (FIrZ)_{14 . dj
Other: R-PG60* FL37499 R3 C CAC MI Windows-- 1{15 $t (Fiangg)
i Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
FL1Z-4%! R3 11 0Bi0255OApdf
Verified By: Luis R Lomas PE-62514
Created by independent Third Party: Yes
Evaluation Reports
jj7, 99 R3 AE 513328B-S.pdf
Created by Independent Third Party: Yes
17499.4 1185 SH 36x71 Fin, Finless, Flange Frame IG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R9 C CAC APC_H_04y2.01-109-47-RO_185 SH
Approved for use outside HVHZ: Yes 04.2522)•Pdf
Impact Resistant: No Quality Assurance Contract Expiration Date
Design Pressure: +60/-67 04/25/2022
Other: R-PG60* Installation Instructions
2 of 4 4/13/2018, 7:05 AM
Florida Building Code Online https://www. Fl oridabu i Idiiig.org/pr/pi_app_dtl.aspx?param=wGEVX...
17499.5 -- 185 SH
Limits of Use
Approved for use In HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: +55/-55
Other: R-PGS5, Missile Level D, Wind Zone 3. Glass to be
bedded in Pecora 896 sealant.
17499.6 185 SH
T -
Limits of Use ----,----__--
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +60/-60
Other: R-PG60
17499.7 185 Triple SH
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +50/-50
Other. R-PG50•
17499.8 185 Twin SH
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +45/-45
Other: R-PG45
FL1749.2R3 11 08-03163,p0j Verified
By: Luis R. Lomas, PE PE-62514 Created
by Independent Third Party: Yes Evaluation
Reports F631-
499 R3 AE 514092.pdf Created
by Independent Third Party_ Yes - - -- - 5202
Fin/Flange Frame IG/SG Impact Single Hung - Certification
Agency Certificate FL17499
R3 C CAC MI Windows 185 SN_(Fln Impel 1.
edf FLI7499
R3 C CAC MI Windows 185 SH (Fln) lmpar M_
odf FU7499
R3 C CAC Ml WirldQws - 185 SN_(Flanog) Impact Z),
pdf FL17429-
R3 C CAC MIWindows - 1@5 SH (Flange) Imps.rt LoJ
pdf Quality
Assurance Contract Expiration Date 10/
10/2018 Installation
Instructions FL17499
R3 jL 08-025448-=1 Qdf Verified
By: Luis R Lomas PE 62514 Created
by Independent Third Party: Yes Evaluation
Reports F
1 4 2R3 AF 513 2_3nB.iI?df Created
by Independent Third Party: Yes 52x84
Fin/Flange Frame IG/SG Single Hung Certification
Agency Certificate EU-
7A22113 C CAC APC(1336 )E372 Q 1Q9-4ZB0_38S SHLEI,
tv,rver)5-9IG 1-8A 5 1-SX94 R§_Q{4991,pdf FL17494
R3 (,S:AC MI yy,lpdows - SB H ([_in)_(1,4,p j EL1Z29
R33 - QMI_Wir stYv.S_.1R5 SH (fLm)-(9).pd_f EL1Zg99
R3 C CAC Ml SH (Flange) (9),pI_1f Quality
Assurance Contract Expiration Date 10/
09/2018 Installation
Instructions fL17499
R3 tt OS-025468 2.pdF Verified
By: Luis R Lomas PE 62514 Created
by Independent Third Party: Yes Evaluation
Reports FLJ2499
R3 AE a333a13.-2,Pdf Created
by Independent Third Party: Yes IlIx72
Fin Frame IG/SG Single Hung 110x72 Flange Frame IG/
SG Single Hung Certification
Agency Certificate FL17499
R3 C CAC, 11 MndgWs _ 185-5y Tripleffig) 3),
Pdf FLIYA99_
113 C C MI Windows - 185 SH M-iple F_jn 4).
Ddf FL17499
R3-CLACAC- L-Window - 05_5_1_TriRlii-(Flangs) L01!
EL12499-
RI-C-CACLM1 WIndows-z-?@5-SltTriple (Flangc) 4UX
Quality
Assurance Contract Expiration Date 10/
20/2018 Installation
Instructions EL17A9.
9 R3-11_Q8_Q2}9811•pdf Verified
By: Luis R Lomas PE 62514 Created
by Independent Third Party: Yes Evaluation
Reports E1-
17499 R3 AE 51332g8=6,Qdj Created
by Independent Third Party: Yes 10602
Fin Frame IG/SG Single Hung 105x72 Flange Frame IG/
SG Single Hung Certification
Agency Certificate FUZ-
49-9 R3-f—r.pC M WlndQws=385 SH TWin Fin) 3),
pdf FL1749
C CAC MI_Wln r w ]85 SH 14v1n (Fin) 4).-
Pdf FL17499_
R3 CSAC-MI Window,5-_1Q5 SHTwin (ono 3),
pdf 3
of4 4/
13/2018, 7:05 AM
Florida Building Code Online litips://www. floridabui Iding.org/pr/pr_app_dti.,Lsl)x?param=wGEVX...
FI 774 9 _3 C A_G M Win Qws - 185 SH Twin (Ea m
I W--P f
Quality Assurance Contract Expiration Date
10/20/2018
Installation Instructions
FLt7g99 R3 li OB07-$47B-7.pdf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
EL17499—R3-AE-D3 323B- 7ydf
Created by Independent Third Party: Yes
Back -Veit
LCntESt Us ::7SLQ, B a L.5.t9ne Road. TitAandii9e FL 32399 Phonc: B50_8021
The State of Florida Is an AA/EFO empbyer. .Cg2ydght 2007.2013 S1a{G QLEloridp, :: $b,.m3t9ement :: AccesQtMy S atement ;; Refund Sta ment
Under Florida law, email addresses are public records. R you do not want your e-mall address released In response to a public -records request, do rot send electronic
mail to this entity. Instead, contact the office by phone or by traditional mall. U you have any questions, please contact 850.487.1395. 'Pursuant to Section
4S5.275(1), Florida Statutes, errective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an emal address d they have
one. The emalk provided may be used for ofrkbl communication with the licensee. However email addresses are public record. Ir you do not wish to supply a
personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter
455, F.S., please click brIL.
Product Approval Accepts:
Credit Card
Safe
4 of 4
4/13/2018, 7:05 AM
NOTES:
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY Wtth
REQUIREMENTS OF THE FLORIDA. BUILDING CODE.
2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. 1X BUCK OVER MASONRY/CONCRETE IS CPTIONAL
4, WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2• WINDOW UNITS MUST BE
ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED
INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO
MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL.
5. WHERE WOOD BUCK THICKNESS IS 1-1/2. OR GREATER, BUCK SHALL BE SECURELY
FASTENED TO MASONRY, CONCRETE OR O1HER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY
BE ANCHORED THROUGH FRAME TO SECURED WOOD -BUCK IN ACCORDANCE WITH
MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS.
6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED
COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF
THE ARCHITECT OR ENGINEER OF RECORD.
7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAI FULL FRAME SUPPORT IS
PROVIDED.
B. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED .AT
EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/1fi• OR
GREATER OCCURS MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4
9. SHIMS SHALL BE LOCATED. APPLIED AND MADE FROM MATERIALS .AND THICKNESS CAPABLE
OF SUSTAINING APPLICABLE LOADS.
10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
11. FRAME MATERIAL: EXTRUDED RIGID ?VC.
12. UNITS MUST BE GLAZED PER ASTM E130D-04/09. SEF. SHEET 11 FOR GLASS DETAILS.
13. APPROVED IMPACT PROTECTIVE SYSTEM IS REOUIRED FOR THIS PRODUCT IN WIND BORNE
DEBRLS REGIONS.
14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE g8 WOOD SCREWS
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/ 4" MINIMUM EMBEDMENT INTO SUBSTRATE
LOCATE ANChORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
Rmsms
I REV I DESCMION I DATE I APPRam 1
A REVISED ANCHOR SPACING & CHARTS 107/11/15 R.L
B REVISED GLASS 10/02/17 R.L.
15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO
SUBSTRATE. LOCATE .ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS 1'+I1H
SUFFICIENT LENGFH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2
1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND
INSTALLATION DETAILS.
17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF
DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND
STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS .AND INSTALLATION
DETAILS.
18. ALL FASTENERS TO BE CORROSION RESISTANT.
19. INSTALLATION ANCHORS SHALL BE INSTALLED IN .ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW
A WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42
B CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2.000 PSI
C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2.ODOPSI MINIMUM.
0 METAL STRUCTURE: STEEL 18GA (.0487 FY=33KSI/FU=52KSI OR
ALUMINUM 6063-T5 FU-30KSI .048" THICK MINIMUM
TABLE OF CONTENTS
SHEET N0. DESCRIPTION
1 I NOTES
2 - 3 ELEVATIONS
4 - 10 INSTALLATION DETAILS
11 I COMPONENTS
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC
6SPAMARKET7
X II+LIIIIII,//,
J\5GRATZ.730-0370 GENOM9 v,• SF ,d1
5SERIES1B5ALUMINUMSINGLEHUNGWINDOW
52" X 72" NON -IMPACT VATNOTES -
0•
OF•!
ii/.5 ; L 0 R ID" •G` DRAWDKC N0. RCV
OB -025 B
ONAi IE
Luis R. Lomas P.E.
FL No.: fi2$14
uE DATEScNTS12/29/14 sNn E44Of 11 L ROBERTO
LOADS PIE 1432 WOODFORD
RD LEVOSVRlE, RC 270M 434-M-
a 0G NbM2S@ki MlW*—
52" MAX FRAME WIDTYA — 52" MAX FRAME WIDTH —
2" MAX 16' MAX O.C. 2" MAX 2" MAX —' 16" MAX O.C. 2" MAX
16"
MAX
0 C.
72" I —
MAX
FRAME
HEIGHT
MAX
0 C.
72"
MAX
FRAME
HEIGHT /
X
I
185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW DESIGNER EXTERIOR VIEW
FLANGE 6 FINLESS INSTALLATION FLANGE 6 FINLESS INSTALLATION
SEE CHART /1 FOR Sk4LLER UNITS REQUIRED ANCHORS SEE CHART N1 FOR SMALLER UNITS REQUIRED ANCHORS
DESIGN PRESSURE RATING IMPACT RA77NG
160.0PSF I NONE
NOTES:
1. MAXIMUM SASH SIZE: 51" X 35".
2. MAXIMUM SASH D.L.O.: 47 5/8" X 32 1/2'.
3 MAXIMUM FIXED D.L.O.: 49 3/8" X 32 1/2-.
HARDWARE SCHEDULE
METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL
BLOCK AND TACKLE BALANCE AT JAMBS
REVISIONS
REV DESCIUP .0.1 GATE APPROVED
A REVISED ANCHOR SPACING & CHARTS 07/11/15 R.L.
B REVISED GLASS 10/02/17 R.L.
CHART #1
Number of anchor loco8on5 required
Frame Frame Width In
Height 18.00 24.00 1 30.00 3&00 1 4200. 48.00 1 5200
in) Heed I Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb
24.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3
30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3
38.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3
42.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4
48.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4
54.00 2 5 3 5 3 5 4 5 4 5 4 5
W.00 2 5 3 5 3 5 4 5 4 5 456I1.00 2 5 3 5 3 j 5 4 5 4 5 4 5720025363646416146
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ. PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52' X 72" NON —IMPACT
FLANGE & FINLESS ELEVATIONS
D=awtr. C.x. N0. REV
N.G. 08-02549 B
scar NTS IDA" 12/29/14 Smr-T2 OF 11
L ROWRTO LCIUA.S P.E
1432 WIOODFORD RD L EY.19 VALE NC 27023
434-M-0609 dkw= #b'nASp&Cam
SIGNED: 1211412017
XTATVOF ",wZ
i 7/S,DMA i 1E
1`\\
Luis R. Lomos P.E.
FL No.: 62514
I
Ft
Hl
a2- MAX FRAME WIDTH
2" MAX 70' MAX O.C.
p
10'
MAX D.C.
LAX
AWE
IGHT
X
52' MAX FRAME WIDTH
2" MAX 2" MAXZi10" MAX O.C. —i F- 2' MAX I
MAX
O.C. 0
MAX
FRAME
HEIGHT
Q
Jill
u REKWNS
DESCRIPTION
DATE I AFPROVm REVISED
ANCHOR SPACING B CHARTS 07/I1/16 R.L. REVISED
GLASS 110/02/17 R.L. CHART
82 Number
of anchor locations required Frame
Frame Width in Height
on)
18.
00 HAS
Jamb 24.
00 HAS
Jamb 30.
00 HAS
Jamb 36.
00 HAS
Jamb 1
42.00 H
d S Jamb 48.
00 HAS
Jamb 52.
00 Hfl68
24.
00 3 3 3 3 4 3 5 3 5 3 6 3 30.
00 3 4 3 4 4 4 5 4 5 4 6 4 36.
00 3 5 3 5 4 5 5 5 5 5 6 5 42.
00 3 5 3 5 4 5 5 5 5 5 6 5 4A00
3 6 3 6 4 6 5 6 5 6 6 6 54.
00 3 6 3 6 4 6 5 6 5 6 8 6 60.
00 373 7 4 7 5 7 5 i 6 7 88.
w 3 8 3 8 4 8 5 8 5 872.00383648585868f
185
ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR
VIEW EXTERIOR VIEW FIN
INSTALLATION FININSTALLATION SEE
CHART 02 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART jr2 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN
PRESSURE RATING I IMPACT R477NG i60.
OPSF NONE NOTES:
MAXIMUM
SASH SIZE: 51" X 35". 2.
MAXIMUM SASH D.L.D.: 47 5/8" X 32 1/2". 3.
MAXIMUM FIXED D.L.O.: 49 3/8" X 32 7/2". r1
1(2) METAL SWEEP LOCK AT tr FROM EACH END INTERIOR MEETING RAIL SIGNED:
1211412017 MI
WINDOWS AND DOORS, LLC 650
WEST MARKET STREET w1tl"
I/o/ J>
5 RL0,1s% GRATZ, PA
17030-0370 v•GENS 0 5 =
SERIES 1B5ALUMINUMSINGLEHUNGWINDOW52" X
7NON-IMPACT CAT FIN ELEVATIONS
OF130•" 7AT OF • ` ii.rFS'c[
ORID't•G t'\ DRAWN:
Dtirc
NO. REV 08 02549 B
Ji/S ONA `I:V\\ Luis R.
Lomas
P.E. FL NO.: as
SCALE DATE
NTS
12/29/14 3 OF it L. ROBERTO LOURS
RE 1432 WOMFOW RD
LEWMMLE. NC 27023 434-66e11&V +
Nmsscebma%)*=M
REVISIONS
1/2" MIN REV DESCRIPTION DATE AP RIVED
EDGE DISTANCE
A REVISED ANCHOR SPACING do CHARTS 01/1i/IB R.I.
WOOD FRAMING I I D I REVISED GLASS 10/02/17 R.L.
OR 2X BUCK
BY OTHERS 1 1/4" MIN
MENT
I
BACKER ROD
t/4' MAX. JAPPROVED
SEALANT SHIM SPACE1
I III Y10 WOOD SCREW
1 1
EMBEEDD
MIN.
MENT
1
1/2"
INTERIOR MIN
EDGE
DISTANCE
I #
10 WOODJ
SCREW
WOOD FRAMING J/
OR 2X BUCK
EXTERIOR BY OTHERS
BACKER ROD
k APPROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
BY OTHERS
VERTICAL CROSS SECTION
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
SEALANT
1/4" MAX.
SHIM SPACE
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES. BYOTHERS.
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
1 /4" MAX.
SHIM SPACE
INTERIOR
BACKER ROD
At APPROVED EXTERIOR
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC N 1111111II1,7ji
R LO'11,9 i 650 WEST MARKET STREET J\5
GRATZ, PA 17030-0370 r, GENSF IiT
0 5SERIES185ALUMINUMSINGLEHUNGWINDOW
52" X 72" NON —IMPACT o(coa\
FLANGE INSTALLATION DETAILS D , TAT OF
O,i,.
iFS, [OR10* D.Mwrr Dwc ND. aLv
OS 50 E5a9 BN.GNTS
Luis R. Lomas P.E.
a.E 12/29/1d 4 OF 11
L ROBERTO LOUTS RE
I192WOODFORDRDLEIMSVILLENCZl= FL No.: 62514
434.6aa-=9 dinmespfioasm c=
MLI
STRUCTU
BY OTHE
APPROVED
SEALANT
1 /2" MIN
EDGE DISTANCE
1/4" MAX.
SHIM SPACE
If FIG SMS OR
SELF DRILLING
SCREW
INTERIOR
5
EXTERIOR
BACKER ROD
APPROVED
SEALANT
METI
STRUCTUF
BY OTHER
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
SEALANT
1/4 MAX.
SHIM SPACE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS.
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
REV DESCMPMN DATE INP1i 0/V
A REVISED ANCHOR SPACMG k CHARTS 07/11/16 R.L.
8 REVISED GLASS 10/02/17 R.L.
1/4" MAX.
SHIM SPACE
y10 SMs cR*,.
SELF DRILLING RIOR
SCREWS
1 2"--
MIN.
EDGE
DISTANCE
RIOR
METAL
STRUCTURE
BY OTHERS APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS
DIUwN.
N.G. 08-02549
srur NTS D"' 12/29/14 1 s"'5 OF 11
L ROBERTO LOMAS RE
74V WOODFORD RD LEK7SV1LLF, NC 27023
4N-6W-=9 tft mFVbwnxn" mm
SIGNED: 1211412017
IiLIC
i
pTAT SEOF : e
REV jOR10P
Luis R. Lomas P.E.
FL No.: 62514
L 2 1/2" MIN.
EDGE DISTANCE
CONCRETE/MASONRY
BY OTHERS
n 1 1/4" MIN.
OPTIONAL 1X BUCK ' '° EMB:OMENT
SEE NOTES 3 — 7
1SHEETt
1/4" MAX. { J
BACKER ROD— SHIM SPACE
APPRGVED
SEALANT ld
3/16" TAPCON
1 1/4" MIN.
EMBEDMENT
CONCRETE/MASONRY
BY OTHERS
3/ 16" TAPCON .°
a
2 1/2" ,
MIN
EDGE v
DISTANCE
REVBCNS
DESORPTION DATE I OPRNED
REVISED ANCNCR SPACING & ChARTS 107/11/16 I R.L.
REVISED CLASS 10/02/17 R.L.
1/4" MAX.
SHIM SPACE
INTERIOR
EXTERIOR
BACKER ROD
APPROVED
OPTIONAL IX BUCK SEALANT
SEE NOTES 3 — 7
SHEET I
JAMB INSTALLATION DETAIL
CONCRETEMASONRY INSTALLATION
SILL TO BE SET
IN A BCD OF
NOTES:
7. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
BACKER ROD I APPROVED NOT SHOWN FOR CLARITY.
APPROVED
STRUCTURAL 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
SEALANT SEALANT DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1211412017
OPTIONAL IX RUCK 1/4' MAX. MI WINDOWS AND DOORS, LLC 111I1IIII1/
SEE NOTESHEET ; SHIM SPACE 650 WEST MARKET STREET J S REN 04f
I
GRATZ, PA 17030-0370 0 SF •s'
CONCRETE/MASONRY SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0y67251
BY OTHERS 52" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS 07ATE OF
DRAWN: DWG v0. REV i' c[OR50p;•
a '•. 08 a
issj NAusENTSDATE12/29/1 d a F<T 69 OF 71 IIE\
G\
VERTICAL CROSS SECTION
CONCRETEWASONRYWSTALLATION
L ROBERTO LOWS RE
JAM Kt7ODFORDRDLEK7SVXLE.NC2703
4J4i8L-0009 tfbMaSVft MWpv.C=
Luis R. Lomas P.E.
FL NO.:
as
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD
3c APPROVED
SEALANT
BACKER ROD
do APPROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
B, OTHERS
1/2• MIN
EDGE DISTANCE
1/4" MAX. J
HIM SPACE
HI
10 WOOD SCREW
R
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
SEALANT
1 /4' MAX.
SHIM SPACE
r
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLAT7ON
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM Ell 12
1 1/4- MIN
EMBEDMENT
1
1/2"
MIN
EDGE
DISTANCE
I
jj70'WOOD
SCREW %
REVISION'S
DESSR91ICH I MTE I PPROYM
REVISED ANCHOR SPACING k CHARTS 107/11/16 I R.L.
REVISED CLASS 10/02/17 R.L.
1/4" MAX.
SHIM SPACE
INTERIOR
WOOD FRAMING EXTERIOR
OR 2X BUCK
BY OTHERS BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC Lt171111/II,,
R• L f/i650WESTMARKETSTREET
GRATZ, PA 17030-0370
g
v •\G E NSA 9{+
p52" 4TAPOLF
SERIES 1155 ALUMINUM SINGLE HUNG WINDOW
X 72" NONIMPACTFINLESSINSTALLATIOONDETAILS
O•
F•:cC0R1 t
SIOIIIAItt
DRAWN1 oxc I.D REV
08 B NG`\\
Luis R. Lomas P.E.
FL No.:
as
SCALE NTS °A'E 12/29/14 s1 179 OF 11
L ROBERTO LOMAS P.E.
1432 WOODFORD RD LEW WLLE. NC 27023
434-W-0EO9 dkyI ssv&ftM e
METAL
STRUCTURE
BY OTHERS
APPROVED
SEALANT
BACKEI
APP
SE
STRUT
BY 0
1/2' MIN
EDGE DISTANCE
1/4• MAX.
SHIM SPACE
v — OR
SELF DRILLING
SCREW
R
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
SEALANT
1/4" M,0.
SHIM SPACE
REV90.Y5
REV DESCRFTION DATE AVFRMW
A REVISED ANChOR SPACING A CHARTS 07/11/15 R.L.
B REVISED GLASS 10/02/17 R.L.
i/4" MAX.
SHIM SPACE
10 SMS OR INTERIOR
SELF DRILLING
SCREWS
1
1/12"
MIN.
EDGE
DISTANCE
1
EXTERIOR
METAL BACKER ROO
STRUCTURE APPROVED
BY OTHERS SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —IMPACT
FINLESS INSTALLATION DETAILS
DMWIt rorG n .
N.G. 08-02549
sum NTS 0"E 12/29/14 ISHEE18 OF 11
L ROBERTO LOWS P E.
1432 W000FORD RD LEWISVILLE NC MM
434-M,0509 r0'ws@* mr2Spt odn
SIGNED: 1211412017
tRl I I I L10 /7'//,/
iv\ . ?! GENSF9iP
0 6125t 1t
T((,AtT**E OF 7t
REV i F [ORIOP• .
B ,ONA
I I
aG\
Luis R. Lomas P.E.
FL No.: 62514
2 1/2' MIN
EDGE DISTANCE
CONCRETE/MASONRY '-
BY OTHERS °
OPTIONAL 1X BUCK
e ` 1 MI EDMENIT.
SEE NOTES 3 - 7
SHEET 1
1
1/4' MAX
BACKER ROD SHIM SPACE
APPROVED
SEALANT
3/16' TAPCON
1 1/4• MIN.
EMBEDMENT
CONCRETE/MASONRY
BY OTHERS
3/ 16' TAPCON
2 1/2"
MIN.
EDGE
DISTANCE
I
RE•6ON3
DESCWTON DATE APPRCA'ED
REVISED ANCHOR SPACING h CHA,4T5 07/11/16 R L.
REVISED GLASS 10/02/17 R.L
OPTIONAL IX BUCK
SEE NOTES 3 - 7
SHEET 1
1/4" MAX.
SHIM SPACE
INTERIOR
EXTERIOR
BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
CONCRETE/MASONRY INSTALLATION
SILL TO BE SET
BACKER ROD
APPROVED
IN A BED OF
APPROVED
NOTES
1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS,
SEALANT
STRUCTURAL
SEALANT
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
OPTIONAL 1X BUCK 1/4- Mom'
DESIGNED IN ACCORDANCE WITH AS TME2112
SEE NOTE 3 — 7 SHIM SPACE
SIGNED: 1211412017
SHEET I
F MI WINDOWS AND DOORS, LLC 1111111/I/I,
CONCRE t/MASONRY
650 WEST MARKET STREET g R. L p
BY OTHERS y
GRATZ, PA 17030-0370 GENS' LpSF
SERIES 1185 ALUMINUM SINGLE HUNG WINDOW 61Vt t
52" X 72" NON -IMPACT VA FINLESS INSTALLATION DETAILS D OF w`
DRAWN: DAL N0. RN
O
l p R LOB' • \
i,S'slONA11EaG 08 B
VERTICAL CROSS SECTION wTNTS 12/29/14 5025499 OF 11CONCRETEIMASONRYINSTALLATION
L ROBERTOLOM4SP.E
lam NOODFORD RD LEKIMLE. AC 17023
s3A47.0609 r0onu5@bM erp.cLm
Luis R. Lomas P.E.
FL No.: 62514
APPROVED
SEALANT
BEHIND FIN
1
7/16" MIN j p
EDGE DISTANCE I
k/J
E OR
EXTERIO
7/16• MIN _
EDGE DISTANCE
APPROVED
SEALANT
9EHIND FIN
i 1/4• MIN.
EMBEDMENT
8 WOOD SCREW
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
WOOD
FRAMING
BY OTHERS
1/4" MAX.
SHIM SPACE
WOOD FRAMING
BY OTHERS
MIN
EMBEDMENT
T- 1
APPROVED
SEALANT
BEHIND FIN
7/16" MIN _
EDGE DISTANCE
1/ 4• MAX
r SHIM SPACE
8 WOOD SCREW
EXTERIOR
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
190Y5
oE50ffPncN GATE I APPROISD
REVISED ANCHOR SPACING & C`VRTS 07/11/16 R.L.
REVISED GLASS 10/02/17 R.L.
NOTES.,
1 /4• MAX
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS.
SHIIA SPACE
NOT SHOWN FOR CLARITY.
2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E21 f2 -
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC
WOOD
650 WEST MARKET STREET
1111111rIII
J g R• L p,yii% E N , * gipGRATZ. PA 17030-0370 v, \G
FRAMING
BY OTHERS SERIES 165 ALUMINUM SINGLE HUNG WINDOW 0, 6 5 +t
52" X 72" NON —IMPACT JFININSTALLATIONDETAILSD , TATE OF
DRAM: RsOMGNO / LOR,1a*•
OS 502 549 B 1 jLIolgA'ENG`
scut aTeNTS 12/29/1a 10 OF 11
L ROBERTO LCIIAS P-E Luis R. Lomas P.E.
1t72 N10CIDFORD RD LEWISVIIE, NG 27023
434-M-0609 /Awnn@h %25;x.com FL No.: 62514
2 3/16'
13/16"
FLANGE FRAME HEAD
CM-18501
ALUMINUM 6063-T5.050' THICK
2 V IC —j
I
J_
FLANGE FRAME SILL
CM-16502
ALUMINUM 6063-T5.055" THICK
1 1 5/8' 1—
t 3
LOCK RAIL/STILE
CM-10505
ALUMINUM 6063-T5.062' THICK
I"
rV 87IA1r Rl=An RIGID
PVC .OSD' THICK 1
7/B' 2
3/16' FLANGE
FRAME JAMB CM-
7 B503 ALUMINUM
6063-T5.050' THICK 2
5/16" 1
1
2
E FINLESS
FRAME SILL CM-
16554 ALUMINUM
6063-T5.055' THICK I1
7/16" 2
5/16" L
SASH
80TTOM RAIL CM-
18555 ALUMINUM
606345.050' THICK 75/
16" 1
CA
CA1 CTI1 F ALUMINUM
6063-T5.050-THICK 2
3/76' —{ I
1
FINLESS
FRAME HEAD CM-
11L45.9 ALUMINUM
6063-T5.050' THICK 2
5/16" 3
3/4' L
FIN
FRAME SILL CM-
18509 ALUMINUM
6063-T5.055' THICK 2"
J
L
MEETING
RAIL CM-
18504 ALUMINUM
6063-T5.055' THICK 1
3/81- 2
3/16" J
FINLESS
FRAME JAMB CM-
18513 ALUMINUM
6063-T5.050' THICK 2
3/16 T_
2
5/16" i
FIN
FRAME HEAD CM-
18508 ALUMINUM
6063-T5.050' THICK 2
3/8' r
I
T-
IL-i= 23/16 FIN
FRAME JAMB CM-
18570 ALUMINUM
6063-T5.050' THICK REVISIONS
DESCRIPTON
WTE /PPRWEO RE\
9SED ANCHOR SPACING B CHARTS D7/11/16 R.L. RZASED
GLASS 10/02/17 R.L. 5/
s 1
1/8' ANN. 1/8" ANN. 1/
8" ANN. 090
PVB BY KURARAY III
METAL REINFORCED BUTYL
SPACER EXTERIOR
INTERIOR
1/
2" BITE SILICONE SEALANT
I
SETTING
BLOCK r/ A71A1r nRTA II MI
WINDOWS AND DOORS, LLC 650
WEST MARKET STREET GRATZ,
PA 17030-0370 SERIES
105 ALUMINUM SINGLE HUNG WINDOW 52"
X 72" NON —IMPACT COMPONENTS
N.
G. 08-02549 sr
t NITSVAIE 12/29/14 ' 11 OF 11 L.
ROBERTO LOMAS P.E. 7432
WCODFORD RD LEWSVO.LE AC 270M 43448E-
OM dbnmptrbMaw.mm SIGNED:
1211412017 Luis
R. Lomas P.E. FL
No.: 62514
Florida Building Code Online https://www.floridabuilding.ot-g/pr/pr app_dti.aspx?param=wGEVX.
lE
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aal Menu > F{pduct ur ApQf.tign $G r > Aypilull &U9 > Application Detail FL #
FL15349-R10 Application
type Editorial Change Code
Version 2017 Application
Status Approved Approved
by DBPR. Approvals by DBPR shall be reviewed and ratified by
the POC and/or the Commission If necessary. Comments
Archived
Product
Manufacturer Address/
Phone/Email Authorized
Signature Technical
Representative Address/
Phone/Email Quality
Assurance Representative Address/
Phone/Email Category
Subcategory
Compliance
Method Certification
Agency Validated
By Referenced
Standard and Year (of Standard) Equivalence
of Product Standards Certified
By 0
Product
Approval Method MI
Windows and Doors 650
West Market Street Gratz,
PA 17030 717)
365-3300 Ext2560 bsltlinger@mlwd.
com Brent
Sitlinger bsitlinger@mlwd.
com Windows
Fixed
Certification
Mark or Listing American
Architectural Manufacturers Association Steven
M. Urich, PE Validation
Checklist - Hardcopy Received Standard
AAMA
506 AAMA/
WDMA/CSA 101/1.5. 2/A440 Method
1 Option A Year
2011
2008
1
of 3 4/ 13/2018, 7:21 AM
Florida Building Code Online https://www. Flori dabu ild ing.org/pr/pr_app_dti.aspx?parafn=wGEVX...
r
11
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
of Products
FL # I Model, Number or Name
15349.1 — ]85 PW -- ------
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +60/-60
Other: CW-PG60
15349.2 - 185 PW
Limits of Use
Approved for use In HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +55/-55
Other: R-PG55
15349.3 P—W—Im-p-a—ct ---------
03/26/2018
03/26/2018
03/27/2018
Description
73 x 72 Insulated Glass
Certification Agency Certificate
FL15349 R10 C CAC APC 12786,12787.pdf
Quality Assurance Contract Expiration Date
04/03/2023
Installation Instructions
FL15349 RIO 11 08.023578.pdf
Verified By: Luis R. Lomas, PE 62514
Created by independent Third Party: Yes
Evaluation Reports
FLIS349 R10 AE 513124B.Ddf
Created by Independent Third Party: Yes
159 x 54 Triple CHS Insulated Glass
j Certification Agency Certificate
i FL15349 R10 C CAC APC 15350,pdf
Quality Assurance Contract Expiration Date
01/24/2021
Installation Instructions
FL15349 R10 11 08-02949.pdf
Verified By: Luis R. Lomas, PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15349_R10 AE 513183.odf
Created by Independent Third Party: Yes
72 x 72 Insulated Laminated Glass
Limits of Use
Approved for use In HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: +55/-55
Other: FW-LC55, Missile Level D, Wind Zone 3. Glass
consisted of 5/32" tempered exterior - spacer - 5/32"
annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass
was bedded In Pecora 896 silicone with 5/8" glass bite.
IS349.4 185 PW Impact
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: +55/-55
j Other: FW-R55, Missile Level D, Wind Zone 3. Glass
j consisted of 1/8" annealed exterior - spacer - 3/32" annealed
1 / 0.090 Solutia PVB / 3/32" annealed. Glass was bedded in
Pecora 896 silicone with 5/8" glass bite.
1 15349.5 185 PW Impact
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: +55/-55
Other: FW-LC55, Missile Level D, Wind Zone 3. Glass
consisted of 5/32" annealed exterior - spacer - 5/32"
annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass
was bedded in Pecora 896 silicone with 5/8" glass bite.
Certification Agency Certificate
FL15349 RIO C CAC AP ] 4 4.Of
Quality Assurance Contract Expiration Date
06/25/2021
Installation Instructions
FLIS349 R10 If 08-02948.pdf
Verified By: Luis R. Lomas, PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
E115Q_42 R10 AE 51 7 2 r)df
Created by Independent Third Party: Yes
159 x 54 Triple CHS Insulated Laminated Glass
Certification Agency Certificate
FL15349 R10 C CAC APC 8272.p—df
FLIS349 R10-C—CAC A C 273.E
Quality Assurance Contract Expiration Date
01/24/2021
Installation Instructions
FLIS349 1110 If 08-01614B.pd
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15349 R1 AE 512278B.Qdf
Created by Independent Third Party: Yes
96 x 60 Insulated Laminated Glass _
Certification Agency Certificate
FL15340 RIO C CAC APC 7962.odf
Quality Assurance Contract Expiration Date
12/05/2020
Installation Instructions
FL15349 R10 II 613B.pdIF
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
Evaluation Reports
2 of 3 4/13/2018. 7:21 AM
Florida Building Code Online https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=%vCEVX...
L FL1549 R10 AE $12277131.pdf
Created by Independent Third Party_ Yes
Bade Neat
Contact us:: Z690-&R Stone Road. T+lahassee FL 32342 Phone: 850-487-1824
The Slate or Florida 6 an WEED employer. tate of Florida.:: &jZ Statsf.lOt :: dg smrtty Statement :: Refund Statement
Under Florida law, emal addresses are public records. U you do rat want your e-mal address released in response to a pubic -records request, do not send electronic
mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section
455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an emal address r they have
one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a
personal address, please provide the Department with an emal address which can be made available to the public. To determine If you are a licensee under Chapter
455, F.S., please click hUL.
Product Approval Accepts:
Mmmw® ®
Credit Card
Safe
3 of 3 4/13/2018, 7:21 AM
NOTES:
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REQUIREMENTS OF THE FLORIDA BUILDING CODE
2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL
4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE
ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED
INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO
MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL.
S. WHERE WOOD BUCK THICKNESS IS 1-1/2' OR GREATER, BUCK SHALL BE SECURELY
FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY
BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH
MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS.
6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED
COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF
THE ARCHITECT OR ENGINEER OF RECORD.
7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS
PROVIDED.
8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT
EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16. OR
GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4".
9. SHIMS SHALL BE LOCATED. APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE
OF SUSTAINING APPLICABLE LOADS.
10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
11. FRAME MATERIAL- EXTRUDED ALUMINUM 6063—T5.
12. UNITS MUST BE GLAZED PER ASTM E1300-04/09.
13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE
DEBRIS REGIONS.
14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE.
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
REYIAONS
OESUM"M DATE I APPROVED
REVISED INSTALLATION DETAILS 06/O1/15 R.L.
REVISED NAME AND ADDRESS 10/27/16 R.L.
15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE # 10 WOOD
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO
SUBSTRATE; LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16' TAPCONS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2
1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND
INSTALLATION DETAILS.
17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SIAS OR SELF
DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND
STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION
DETAILS.
18. ALL FASTENERS TO BE CORROSION RESISTANT.
19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD: MINIMUM SPECIFIC GRAVITY OF C=0.42
B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI.
C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM.
D. METAL STRUCTURE: STEEL 18GA (.048") FY-33KSI/FU-52KSI OR
ALUMINUM 6063—T5 FU=30KSI .048" THICK MINIMUM
20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS
SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN
IN SHEET 2.
TABLE OF CONTENTS
SHEET NO. DESCRIPTION
1 NOTES
2 — 3 ELEVATIONS, CHARTS AND GLAZING DETAILS
4 — 12 INSTALLATION DETAILS
SIGNED: 11/1512016 MI WINDOWS
AND DOORS, LLC Ilif1,,, 650 W.
MARKET ST. 1R J\
S . •
419 /ice GRATZ, PA170300, 8
51 SERIES 185ALUMINUMFIXEDWINDOW73" X
72" NON —IMPACT y NOTES D •
SSTAT OF iv ORIO oRArer
weNoREV08-02
S7 B Luis R.
Lomas P.E. FL No.:
62514 scar oA1E
NTS 09/03/14 1 OF 12 L.ROBERrOLOWA.
sr.E 14M WOMFORD
RD LE147SVILLE AC 2MM J+-ess-
O609 lbmcs i a p.com
72 1/2- MAX FRAME WIDTH
REYLSK 5
REV aLsctartwR ale APPROVED
6' MAX 18' MAX O.C. 6- MAX
i---1
NOTES: A REVISED
DRESS
R.L.
I, MAXfMUM 0.L0.: 693/4'X683r4• 8 NAMEINSTALLATION DAREVISEDNAMEANDADDRESS10/27/16 t0/27/la R.L. CHART #
1 18'
Number of anchors required IWlthotrr rigid filters) MAX
O.C. Fare• I-- width(Inl T
Haight JC00 J0.Do 2100 42.00 4L00 1 54.00 e0.00 e/00 72.SO 1
in) Ht3 m0 NHS m0 HaS J1120 HAS IAMD HL7 Jambi HAS Jamb HAS mb NAS mb HL3 Jamb 24.
00 2 1 2 1 2 2 3 2 3 1 2 3 2 1 4 2 4 1 2 1 4 1 2 S 2 Ja00
2 1 2 2 2 3 2 7 1 2 3 2 4 2 4 2 4 2 5 2 71
1/2- 30.00 2 3 2 3 3 3 3 3 3 4 3 4 3 5 3 5 3 MAX
42.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 5 3 a 3 FRAME
43.00 2 3 2 3 3 3 3 3 3 4 3 s 3 a 3 a 3 HEIGHT
jaoAO
54M
2 4 2 4 3 4 3 4 3 4 4 4 5 4 e 4 7 4 z
4 z 4 3 3 5 3 s 4 s s e s 7 s OL00
z 4 z 4 3 5 s 3 e a e s e e e 7 a JIII7l.50 2 5 2 5 3 s e 3 e 4 1 s 7 B 7 7 7 REFER
TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW Al & #
2 EXTERIOR VIEW CHARTf2 FOR
NUMBER OF ANCHORS
REQUIRED Number of anchors required (with rigid fillers) 72
1/2- MAX FRAME WIDTH Frama Fran) a width (In) 6'
MAX 18" MAX O.C. wlght 24.00 30.00 3L00 42.00 41.00 54.00 40.00 do" 72.50 6"
MAX in) HAS tIamb HAS pvab HAS Jamb HAS Pamb HAS Jambi Has Pamb HAS Jamb HAS Jambi Has amb 24.
00 2 1 2 2 2 3 2 3 1 2 3 2 1 4 1 2 4 2 4 2 S 2 30.
00 2 1 2 2 2 3 2 3 2 3 2 1 1 1 2 4 2 a 2 5 2 2
3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 6,
42.
00
II.
00 2 3 2 3 3 3 3 a 1 1 3 F48.00 2 3 2 3 3 3 3 3 3 3 4 1 3 4 3 5 3 00
54.00 2 4 2 4 3 4 3 a 3 4 4 1 4 4 4 4 s 4 40.
00 2 4 2 1 4 3 4 3 4 4 4 4 4 4 1 5 4 L
71
1/2 18• N.
00 2 1 2 4 3 4 3 4 4 4 a a 4 4 a s I MAX
MAX O.C. 71.
50 2 2 S 7 5 7 5 3 5 4 5 4 S 4 5 S 5 E
SEE SHEETS 4.7 FOR INSTALLATION DETAILS HFERAGMF
00
j REFER
TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW i & #
2 EXTERIOR VIEW FOR
NUMBER OF ANCHORS
REQUIRED DESIGN
PRESSURE RATING IMPACT RATING 60.
OPSF NONE MI
WINDOWS AND DOORS, LLC 650
W. MARKET ST. GRATZ,
PA 17030 SERIES
185 ALUMINUM FIXED WINDOW 73"
X 72" NON —IMPACT FLANGE &
FINLESS ELEVATION R CHARTS J.
L. 1 08-02357 NTS °
ACE 09/03/142 OF 12 L
ROBERTO LOMAS RE I4V
WOODFORD RD LEWISVILLE, NC 27027 4.
T43aa-060.9 r0mna trhmtspe.wm SIGNED:
1111512016 O,
ENSt•giP TAT
E OF ; O .
ttr ORIOP •
Luis
R. Lomas P.E. FL
No.: 62514
71
I
FI
HI
6' MAX
12 7/2- MAX FRAME WIDTH --{
I I
18" MAX O.C.
b MAX
L
18" j
MAX O.C.
1/2'
IAX
AME
IGHT
j
6" MAX
REFER TO CHART #3 -,-SERIES 185 ALUMINUM FIXED WINDOW
FOR NUMBER OF EXTERIOR VIEW
ANCHORS REQUIRED
72 1/2" MAX FRAME WIDTH
6" MAX 18" MAX O.C. —1 6" MAX
I
V
I
18"
MAX O.C.
71 1/2'
MAX
FRAME
HEIGHT
tEFER TO CHART #3 —
FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
ANCHORS REOUIRED EXTERIOR VIEW
DESIGN PRESSURE RATING IMPACT RATING
t60.OPSF NONE
NOTES:
1. MAXIMUM D.L.O.: 69 Y4' X 68 3/4'
REVISONS
REV OESORIPRON DATE APPRDJFD
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
B REVISED NAME AND ADDRESS 10/27/16 R.L.
CHART J3
Number of anchors required n Installadon
F}ama Frame W,dth (m)
Hs I0hl MOO 30.00 3600 42.00 48.00 64.00 60.00 1 a0.00 72.50
Ia) HAS Jamb HAS bmb HAS Jmb HAS Lamb HAS J&mb HAS Jmb His Jamb i HAS Pamb HAS Pamb
24.00 3 3 3 1 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3
20.00 3 3 3 3 3 3 4 3 4 3 4 3 6 3 5 3 5 3
36.00 J 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3
42.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 a 4
4/.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 a 4
54.00 3 4 3 4 J 4 4 4 4 4 4 4 5 4 5 4 8 4
60.00 1 5 1 3 5 3 5 4 5 4 5 5 5 5 a 5
Sa.00 3 5 3 53 5 4 5 4 5 qla 5 5 6 5
71.S0 3 6 3 a J 6 4 6 4 6 6 i a 1 5 I 6 1 8 6
SEE SHEET 8 FOR INSTALLATION DETAILS
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
x1111111I///j
5 R• L pMi
vGRATZ, PA 17050 GENS*'giP'
SERIES 185 ALUMINUM FIXED WINDOW
X 72" NON —IMPACT AlFINELEVATIONdoCHARTo, SS TAT OF
5 O'%F•'l0RMt
ss/OrIlAl1(aG`\\
DRArN: Drc NO. REY
08-023 B
Luis R. Lomas P.E.
FL No.: 62514
sc 2 NTS b 09/03/14 s"37 OF 12
L ROBERTO LOMAS AE
432 W000FORD RD LEWLSVRLE. hC 2702J
434.6aad809 f9amrsOihmame.pom
WOOD FRAMING
OR 2X BUCK
BY OTHERS
1 /2" MIN.
EDGE DISTANCE
1 1/4" FAIN. METAL
EMBEDMENT
STRUCTURE
6Y OTHERS
1/4" MAX. J
BACKER ROD SHIM SPACE -BACKER ROD
k APPROVED & APPROVED
SEALANT SEALANT
f110 'HOOD SCREW
EXTERIOR rc EXTERIOR
INTERIOR
10 WOOD SCREW
RIGID FILLER
BACKER ROD
APPROVED 1/4' MAX.
SEALANT SHIM SPACE
WOOD FRAMING 1 1 1/4' MIN.
OR 2X BUCK
EMBEDMENT
BY OTHERS
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN. 1/4' MAX.
EMBEDMENT F SHIM SPACE
T
1/2' MIN.
EDGE DISTANCE
I1
INTERIOR
f710 WOOD
SCREWCREW
WOOD FRAMING EXTERIOR
OR 2X BUCK
BY OTHERS BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMINO OR 2X SUCK INSTALLATION
BACKER ROD —
k APPROVED
SEALANT
METAL
STRUCTURE
BY OTHERS
3/4" MIN
EDGE DISTANCE
1/4" MAX.
e SHIM SPACE
10 SMS OR
SELF DRILLING
SCREW
INTERIOR
Ji0 SPAS OR
SELF DRILLING
SCREW
RIGID FILLER
1/4' A1AX.
SHIM SPACE
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
1/4" MAX.
SHIM SPACE
3/4• MIN.
EDGE DISTANCE INTERIOR
10 SMS OR
SELF DRILLING
SCREWS
METAL
EXTERIOR
STRUCTURE M222r
SACKER ROD
BY OTHERS APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
RFMSIONS
REV DESCRIPTION DATE I APPRDKD
A REVISED INSTALLATION DETAILS 06/01 / 15 R L.
B REVISED NAME ANO ADDRESS 10/27/16 R.L.
NOTES:
1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
FINLESS INSTALLATION DETAILS WITHOUT FILLERS
DRAsrN- me ND
J.L. 08-02357 B
sc4[ NTS °''T[ 09/03/14 - -4 OF 12
L. ROSERTO LOMAS RE
14M WOMFORD RD LEMSVILLE NC 27=
SIGNED: 1111512016
Ft
I
LIO .\
GENSF 9f
0 5 =
O EOP;u
I
W, i 77S,ONAi1EN\\
Luis R. Lomcs P.E.
FL No.: 62514
REYSi0N5
RLV DESDRIPTPON DATE APPROVED
2 1/2" MIN.
A REVISED INSTALLATION DEiA1LS 06/01/15 R.L.
EDGE DISIANCE R REVISED NAME AND ADDRESS 10/27/16 R.L
CONCRETE/MASONRY
BY OTHERS
a ,` •
1
1 1/4" MIN
EMBEDMENT y
CPTIONAL 1X BUCK
1 1/4" MIN.
EMBEDMENT
SEE NOTES 3 — 7
SHEET 1
CDNCRETE/MASONRY
BACKER ROD t/4" MAX. BY OTHERS 1/4• MAX.
APPROVED SHIM SPACE SHIM SPACE
SEALANT OPTIONAL 1: BUCK
SEE NOTES 3 — 7
SHEET 1
3/16" TAPCON
EXTERIOR INTERIOR 3 j T 6" T.APCON INTERIOR
3/16" TAPCON
BACKER ROD
APPROVED
SEALANT
4" MAX. 2 1NOPTIONAL1XBUCKSHIMSPACEM12- IN
SEE NOTE 3 — 7 EDGE
SHEET t DISTANCE EXTERIOR
T
j BACKER ROD
CONCRETE/MASONRY APPROVE
BY OTHERS a 1 1/4" MIN SEALANT
4 EMBEDMENT
JAMB INSTALLATION DETAIL
Q' •'
c '
CONCRETEIMASONRYINSTALLA77ON
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRET &MASONRY INSTALLATION
SIGNED: 111152016
MI WINDOWS AND DOORS, LLC u11111/rAA,,
650 W. MARKET ST.\\\5 L ?
J9
GRATZ. PA 17030 r••\OEhS ,J'
NOTES, SERIES 185 ALUMINUM FIXED WINDOW 0 5
1.INTERIOR AND EXTERIORFINISHES. BYOTHERS, 73" X 72" NON —IMPACT NOT
SHOWN FOR CLARFFY. 2
PERIMETER AND JOINT SEALANT FINLESS
INSTALLATION DETAILS WITHUT FILLERS BY
OTHERS TO BE O; STATE OF DESIGNED
WACCORDANCE WITH ASTME2fi2 REv OF•G0R10P• ORMM WGNOl''"- Z'///710NA
OB
50
357 B 1 E?G\ scuE GATENTS09/03/1 5 OF 12 L. ROBERTO
LOMAS P.E. Luis R. Lomas P.E. 14M WOODFFORD
RO LFWLSVILLE, NC 27023 FL No.:
62514 434-W-
060 RkmaWbbmasm.=m
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD
A APPROVED
SEALANT
EXTERIOR
BACKER ROD
APPROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
BY OTHERS
1/2" MIN
EDGE DISTANCE
1 1/4" MIN
r EMBEDMENT
t-L
1/4--MAX
SKIM SPACE
RIGID FILLER
I910 WOOD SCREW
10 WOOD SCREW
RIGID FILLER
1/4" MAX.
SHIM SPACE
1 1/4 MIN.
EMBEDMENT
1 /2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4' MIN. 1/4" MAX
EMBEDMENT r SHIM SPACE
I—
I
RIGID FILLER
1/2 MIN.
EDGE DISTANCE
INTERIOR
10 'WOOD
SCREW
WOOD FRAMING EXTERIOR
OR 2X BUCK
BACKER ROD6YOTHERS
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
M ETAL
STRUCTURE
6Y OTHERS
BACKER ROD
A APPROVED
SEALANT
EXTERIOR
BACKER ROD —
APPROVED
SEALANT
METAL
STRUCTURE
BY OTHERS
3/4" MIN.
EDGE DISTANCE
L _ 3/4" MIN
I( FEDGE DISTANCE
114„ MAX.
B SHIM SPACE
IGID FILLER
10 SMS OR
SELF DRILLING
R
SCREW
INTERIOR
10 SMS OR
SELF DRILLING
SCREW
RIGID FILLER
1/4" MAX.
SHIM SPACE
Ih _L 3/4" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
1/4" MAX.
F SHIM SPACE
I /_
RIGID FILLER
INTERIOR
10 SMS OR ISELFDRILLING
SCREWS
EXTERIOR
METAL
STRUCTURE BACKER ROD
BY OTHERS APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
REVISION'S
PEY DESCRIPTION DATE I APPROVED
A I REVISED INSTALIATICN DETAIL; 00/01/15 R.L.
j B REVISED NAME AND ADDRESS 10/27/18 I R.L.
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
V 111+11111/I,Ai5itLp41 /"
GRATZ, PA 17030 VGEIY
SERIES 185 ALUMINUM FIXED WINDOW*• 0 51 #
73" X 72'• NON —IMPACT
FINLESS INSTALLATION DETAILS WITH RIGID FILLERS p' TAT OF
DRAWN; N0NAR
08-02?57 B
1V?•G
SCALE NTS 09/03/14 c6
L ROBERTO LOLfAS P E Luis R. Lomas P.E.
1432 WOODFORD RD LEW1SVnf F NC 27M
FL No.: 62514
IJ iBB-0609 rRcmiaa(Whmnq.cpn
RE,StO`t5
REV DESCRPTION 09E A^PP.OrO
2 1/2" MIN. A REVISED INSTALLATION OETNLS 06/01/15 R.L.
EDGE DISTANCE 8 REVISED NAME AND ADDRESS 10/27/16 RL.
CONCRETE/MASONRY
BY OTHERS I 1 1 1/4" MIN.
1 1/4- MIN. a
EMBEDMENT
OPTIONAL IX aucK ..
EMBEDMENTISEENOTES3 — 7
SHEET 1
11
1
1
CONCRETE/MASONRY
BACKER ROD 1/4" MAX. BY OTHERS 1/4• MAX.
APPROVED SHIM SPACE SHIN SPACE
SEALANT
1
OPTIONAL 1X BUCK
RIGID FILLER SEE NOTES 3 — 7
SHEET t RIGID FILLER
3/16" TAPCON
EXTERIOR INTERIOR 3/ 16' TAPCON INTERIOR
3/16" TAPCON
BACKER ROD
APPROVED RIGID FILLER
V
SEALANT Al 1/4" MAX. 2 1/2-
OPTIONAL IX BUCK rI SHIM SPACESEENOTE3 — 7
I EDGE
SHEET 1 DISTANCE EXTERIOR
CONCRETE/M.ASCNRY BACKER ROD
BY OTHERS c I 1 1/4` MIN. APPROVED
SEALANT
a I EMBEDMENT
JAMB INSTALLATION DETAIL
CONCRETEiMASONRYINSTAUATION
2 ii 2 MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRE7bM4SONRY INSTALLATION
SIGNED: 1111 &2016
MI WINRDOORS, LLC R 11Lo 650 W. MARKET 5 GRATZ, PA
17030 GEIVS' NOTES: 1.
INTERIOR
AND EXTERIOR FINISHES. BYOTHERS. SERIES 185 ALUMINUM FIXED WINDOW p„j 5 Yt' NOT SHOWN
FOR CLARITY. 73" X 72" NON —IMPACT 2PERIMETER AND
JOINT SEALANT BYOTHERS TOBE DESIGNED IN ACCORDANCE WITH
ASTM E2112 FINLESS INSTALLATION DETAILS WITH
RIGID FILLERS 0, TAT OF ry O DMMN: arc No
REV
4t`• FZOR10''• OB 0 377 B
J.sr sS/OIIl1E
G\`\ L. NTS °ATE 09/03/
14 OF 12 L ROBERTO LOWS RE
s os P.E. asP Luis R. Loma 14VVIXFORORDLEWSvaLENCZ7o27FLNo.: QU-M-
0Mg rmmi_-@*bramp..=
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
1/2- MIN
EDGE DISTANCE
1 1/4" MIN.
F EMBEDMENT
I
1 1
1/4" MAX. J
SHIM SPACE
10 WOOD SCREW
EXTERIOR
INTERIOR
a10 WOOD SCREW
RIGID FILLER
BACKER ROD &
APPROVED SEALANT 1/4" MAX.
BEHIND FLMVGE SHIM SPACE
WOOD FRAMING MIN. 4§1
OR 2X BUCK
EMBEDMENT
BY OTHERS
T1
1/2" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK LMSTALLAT70N
r
3/4^ MIN
METAL " " ••,"
STRUCTURE
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
EXTERIOR
1/4" MAX.
SHIM SPACE
10 SMS OR
LF DRILLING
REVL
INTERIOR
10 SMS OR
SELF DRILLING
SCREtI
BACKER ROD & I RIGID FILLER
APPROVED SEALANT
BEHIND FLANGE 1/4" MAX.
SHIM SPACE
METAL
ITSTRUCTURE
BY OTHERS
3/4" MIN
EDGE DISTANCE
VERTICAL CROSS SECT/OIL
METAL STRUCTURE INSTALLATION
aEvmD a
REV OESCRFWN M7< APP4CVED
A REVISED WSIALLATION DETAILS 06/01/15 R.L.
B RF.'J6ED NAME AND ADDRESS 10/77/16 I R.L.
NOTES.
1. INTERIOR AND EXTERIOR FBWSHES. BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
1/4" MAX.
1 1/4" MIN. 1/4" MAX. SHIM SPACE
EMBEDMENT 1 SHIM SPACE
T-- F
1/2"
1
MIN. 3/4" MIN. INTERIOR
EDGE DISTANCE EDGE DISTANCE SIGNED: I111WO16
INTERIOR
MI WINDOWS AND DOORS, LLC 1111111III///
650 W. MARKET ST. R L 1/
10 WOOD 10 SMS OR
GRATZ, PA 17030
J\5
v••VGENSF 9cP
SCREW SELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW
SCREWS 73" X 72" NON —IMPACT
J N0yy6VOFsI(i
WOOD FRAMING
EXTERIOR METAL EXTERIOR FLANGE INSTALLATION DETAILS WITHOUT FILLERS D •• 3$$3TATeve OR
2X BUCK BY
OTHERS BACKER ROD & STRUCTURE
BY
OTHERS BACKER ROD & fluw.: i,S APPROVED
SEALANT APPROVED SEALANT J.L. 08-02357 B S/ Stx OIIIA11110\\\ BEHINDFLANGEBEHINDFLANGESCALENTSDATE09/03/14 SNw 8 OF 12 JAMB
INSTALLATION DETAIL JAMB INSTALLATION DETAIL L ROBERTO LOMAS P.E. Luis R. Lomas P.E. WOOD
FRAMING OR 2X BUCK INSTALLAT70M METAL STRUCTURE INSTALLA T70N YA32VADODFORDRDLEWISVILLE,NC27023 FL No.: 62514 4JrbtboeD9
rpoma ltrbmasp.mn
REVEMNS
REV DESCRIPTION DIE A -PROVED
2 1/2- MIN. A REVISED INSTALLAIKIN DMAIS 06/01/15 RL.
EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L.
CONCRETE/MASONRY
BY OTHERS a'
I
a
1 1/4" MIN.
a 1 1/4' MIN. EMBEDMENT
OPTIONAL 1X SUCK a EMBEDMENT
SEE NOTES 3 — 7
SHEET 1
II
0
CONCRETE/MASONRYMOTHERSBACKERROD & 1/4• MAX, 1/4• MAX.
APPROVED SEALANT SHIM SPACE SHIM SPACE
BEHIND FLANGE OPTIONAL IX BUCK
SEE NOTES 3 — 7
SHEET 1
3/16" TAPCON
EXTERIOR INTERIOR 3/16" TAPCON I INTERIOR
3/16" TAPCON
BACKER ROD
APPROVED SEALANT
BEHIND FLANGE
OPTIONAL IX BUCK 1 /4„ MAX' 2 1/2
SEE NOTE 3 — 7 r SHIM SPACE 61
SHEET 1 I1 EDGE
DISTANCE EXTERIOR
CONCRETE/MASONRY BACKER ROD &
BY OTHERS a APPROVED SEALANT
a EMBEDMENT
BEHIND FLANGE
a •
JAMB INSTALLATION DETAIL
a
Ic
a
CONCRET&MASONRYINSTALLATIDN
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRET&AfASONRY INSTALLATION
SIGNED: 1111512016
MI WIND oww. AI4NDXED700RS, LLC
ST.\\\'\\51R
GRATZ, PA 1703D
IIL0
v •'\GENB qp
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS WITHOUT FILLERS
NOTES:
1.INTERIOR AND EXTERIOR FlNISHES,BYOTHERS,
NOT SHOWN FOR CLARITY
2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
pL•10„6POF11w,
l cc TATlir
CpR10?'• \i\
ONA 11E1
G
DRAWN: Dxc 17.
OB-0022 357
REv
8
scut wrcNTS 09/03/14 9 OF 12
L ROBERTO LOMAS RE
14,V KWDFORD RD LELVlSVLLE, AC 27027
434-M 0609 t9xwsVyb=iirsp&.=;
Luis R. Lomas P.E.
FL No.: 52514
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
1/2" MIN.
EDGE DISTANCE
1 1/4- MIN.
47 EMBEDMENT
I
I
1/4- MAX. J
SHIM SPACE
RIGID FILLER
po WOOD SCREW
METAL
STRUCTURE
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND MANGE
3/4^ MIN
I- rnrr irc...rr
1/4- MAX.
SHIM SPACE
GID FILLER
10 SMS OR
LF DRILLING
REW
REV&CXS
REV 0E5CROTROn 617E I AFPROVED
A REVISED INSTALLATION DETAILS I 06/01/I5 R.L
0 1 REVISED -NAME AND ADDRESS 10/27/16 RL.
EXTERIOR EXTERIOR INTERIOR
INTERIOR
p o SMS OR
110 WOOD SCREW
SELF DRILLING
SCREW
BACKER ROD &
RIGID FILLER
BACKER ROD & RIGID FILLER
APPROVED SEALANT 1/4- MAX APPROVED SEALANT
BEHIND FLANGE SHIM SPACE BEHIND FLANGE
MAX
HIMSHIM SPACE NOTES:
WOOD FRAMING 1 1/4" MINN.
METAL 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS.
OR 2X BUCK
BY OTHERS EMBEDMENT STRUCTURcBYOTHER_ 7 NOT SHOWNFOfiCLARlTY.
2. PERIMETER AND JOINT SEALANT BYOTHERS TOBE 1
3/4' MIN DESIGNED
WACCORDANCE WR71AS1ME2712 1/2
MIN EDGE DISTANCE
EDGE DISTANCE
VERTICAL CROSS SECTION VERTICAL CROSS
SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING
OR 2X BUCK INSTALLATION 1/4-
MAX. 1 1/
4" MIN. 1/4" MAX. SHIM SPACE EMBEDMENT SHIM
SPACE i RIGID
FILLER T— RIGID
FILLER 3/4-
MIN. INTERIOR 1/2" MIN. EDGE DISTANCE
EDGE DISTANCE SIGNED: 1111512016 INTERIOR MI
WINDOWS
AND DOORS, LLC 11111t11l, 1 650
W.
MARKET ST. S R. y 10
WOOD 10 SMS CR GRATZ. PA 17030 v •G E N SF J+ SCREW SELF
DRILLING SERIES 185 ALUMINUM FIXED WINDOW 0 5 x` SCREWS 73"
X 72" NON —IMPACT' WOOD FRAMING
OR 2X
BUCK EXTERIOR METAL EXTERIOR FLANGE INSTALLATION DETAILS WITH RIGID FILLERS D+SUt7\
pO• TATE
Of BY OTHERS
BACKER BACKER ROD & STRUCTURE BY
OTHERS
BACKER ROD & OwG No, REv i'••'[ORIOp G SEALANT 0B
B 50 BEHINDAPPRO!EDFLANGEBEHINAPPRODED
FLANGE SuaENTS °` 09/03/14 g ER OF 12 JAMB INSTALLATION
DETAIL JAMB INSTALLATION DETAIL L ROBERTO La"S P.E. WOOD FRAMING
OR 2X BUCK INSTALLA TION METAL STRUCTURE INSTALLATION 1-32 N'DODFCRD RD LEWJSVILLE NC 27023 Luis R. Lomas P.E. FL No.:
62514 434-6W-M rlb. 6bmape a>trl AIL
2 1/2" MIN. ..{
EDGE DISTANCE
CONCRETE/MASONRY
BY OTHERS ° +.
1 1/4" MINe
OPTIONAL 1X BUCK °' EMBEDMENT
SEE NOTES 3.- 7 _
SHEET 1 }
i
7
1 1/4" MIN.
EMBEDMENT
c
REVISIONS
R.V DESCNPTION Wn APTMNED
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
B REVISED NAME AND ADDRESS 110/27/16 R.L.
I/° MAX.
CONCRETE/MASONRY
1/4" MAX. BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
SHIM SPACE
BY OTHERS
IONA
c SHIM SPACE
RIGID FILLER SEE ESX3BUCK RIGID FILLERSHEETi
I3/16" 7APCON c
EXTERIOR INTERIOR 3/1E" TAPCON INTERIOR
3/16" TAPCON
PACKER ROD &
APPROVED SEALANT
RIGID FILLER
L
BEHIND FLANGE
1/4" MAX. 2 1/2 1
OPTIONAL 1X BUCK
SEE NOTE 3 - 7 SHIM SPACE
SHEET I t
EDGE
DISTANCE i EXTERIOR
ICONCRETE/MASONRY BACKER ROD &
BY OTHERS
1 1/4" MIN.
APPROVED SEALANT
n
a EMBEDMENT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
e CONCRETEIMASONRY INSTALLATION
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETE/MASONRY INSTALLATION
SIGNED: 1111512016
MI WINDOWS DOORS, LLC R TIC pNOTES
1. INTERIOR AND EXTERIOR FINISHES, BYOTH_cRS,
MNDK 5
G E NS• : 9J+ NOT SHOWN FOR CLARITY. GRATZ, PA 17030 J, •
F` • _
SERIES 185 ALUMINUM FIXED WINDOW*• 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCEWTTHASTME2112 73" X 72" NON-IMPACTFLANGEVPOFINSTALLATIONDETAILSWITHRIGIDFILLERSO', S
ii.e•S 'c40RID' aRm1r• D1rc NO. REV
B s10NASc"
OB- E357NTSw1E09/03/14 11 OF 12 1 `Ea\
Luis R. Lomas P.E. L. ROBERTO LOMAS RE
14M WOODFORD RD LEIVISVILLE. NC 270.••9 FL No.: 62514
434-Wl4Fm 0609dbffwiS;mcw
APPROVED
SEALANT
BEHIND FIN _ 1 114" MIN.
EMBEDMENT
g6 WOOD WOOD
SCREW i FRAMING
BY OTHERS
1/4' MAX.
SEAM SPACE
3/B' MIN _ n
EDGE DISTANCE II
INTERIOR
EXTERIOR
1/4" MAXFFI` SHIM SPACE
3/8" MIN rpi EDGE DISTANCE
6 WOOD W00D
SCREWFRAMINGAPPROVED — BY OTHERS
SEALANT EMBEDMENT
BEHIND FIN
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
WOOD FRAMING
Ni/
1/4 MAXBYOTHERSSHIMSPACE
WOOD
SCREW
6
CREW INTERIOR
1 1/4'
MIN.
EMBEDMENT
I
APPROVED
SEALANT
BEHIND FIN
EXTERIOR
3/8" MIN
EDGE DISTANCE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK WSTALLA77ON
REVISIONS
REv DESCRIPTION DALE APP::D`hD
A I REVISED INSTALLATION DETAILS O6/O1 j IS R.L.
B I RSEE) NAME AND ADDRESS 10/27/16 R.L. NOTES:
T.
INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT
SHO W,V FOR CLARITY. 2.
PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED
IN ACCORDANCE WITH ASTM E2112 SIGNED:
1111512016 MI
WIND DOORS, LLC R II oWw. MaRAND X L107ii
ST.``\
J\S 9J, GRATZ. PA 17030 pENs D
61 *- SERIES185ALUMINUMFIXEDWINDOW73"
X 7LL NON —IMPACT FIN
INSTALLATION DETAILS TAT ATOF F '
C:O RIOr'• DRAWN: DING NO. REV 08
B SSj0NA110 G\\ Luis
R. Lomas P.E. scxE
NITS w't 09/03/1A sNaT52 OF 12 L
ROSERTO LONA.S P.E. 1432
WOODRM RD LEMWOLLE. AC 2=3 FL
No.: 62514 434-
688-0509 faDrms@kla7 rp&c=
Florida Building Code Online https://www.floridabu i ld i ng.org/pr/pr_app_dtl.aspx?param=wGEVX...
Business & Professional Regulation
K
SCIS Home I log In I User Registration I Hot Toplrs SubmItSurcharge I Stats a Fads I Publications I FBC Starr I KIS Sde Map Lhks l Search i Florida
If
l • Product Approval USER:
Public User prl• .
h Jrn:.r . PM &
Aoornv IK,er1y > elppgs<S_g D LSdt1g115ClILO > 9otlacaMn Lit > Application Detail FL #
FL15353-R3 Application
Type Revision Code
version 2017 Application
Status Approved Comments
Archived
Product
Manufacturer MI Windows and Doors Address/
Phone/Email 650 West Market Street Gratz,
PA 17030 717)
365-3300 Ext 2560 bsitiinger@miwd.
com Authorized
Signature Brent Sitlinger bsitlinger@mlwd.
com Technical
Representative Address/
Phone/Email Quality
Assurance Representative Address/
Phone/Email Category
Windows Subcategory
Mullions Compliance
Method Evaluation Report from a Florida Registered Architect or a Licensed Florida
Professional Engineer Evaluation
Report - Hardcopy Received Florida
Engineer or Architect Name who developed Luis R Lomas, PE the
Evaluation Report Florida
License PE-62514 Quality
Assurance Entity National Accreditation and Management Institute Quality
Assurance Contract Expiration Date 12/31/2018 Validated
By Steven M. Urich, PE Validation
Checklist - Hardcopy Received Certificate
of Independence Referenced
Standard and Year (of Standard) Equivalence
of Product Standards Certified
By Sections
from the Code FL15353
R3 COI FLCOi.pdf Standard
AAMA
450 Year
2010
1
of 3 4/13/2018, 7:26 AM
Florida L3uilding Code Online htips://www.floridabuilding.org/pr/pr app_dtl.aspx?parain=wGEVX...
Product Approval Method Method 1 Option D
Date Submitted 10/16/2017
Date Validated 10/23/2017
Date Pending FBC Approval 10/26/2017
Date Approved 12/12/2017
FL it Model, Number or Name I Description
15353.1 5764 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL35353-R3_11 08-0,1448B.pdf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
I Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL .53 R3 AE 512072B.201
span: 104-1/4".-- I Created by Independent Third Party: Yes
15353.2 5764 I Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use In HVHZ: No ELI5353-R3 I1L-08_Q1439-R-Pi J
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 At`5120 3B.pLJf
span: 83" Created by Independent Third Party: Yes
15353.3 5765
Limits ofof Use
Approved for use In HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: Max single window size: 52-1/8" x 84". Max mullion
span: 156-3/8"
15353.4 ' 5765
Limits of Use
Approved for use In HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: Max single window size: 52-1/8" x 84". Max mullion
span: 63".
15353.5 14CM-185 14 ---
Limits of Use
Approved for use In HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: Max single window size: 52-1/8" x 84". Max mullion
length - 83".
15353.6 I CM-18520
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: Max single window size - 52-1/8" x 84". Max mullion
span - 156-3/8"
15353.7 -'- -- . - _- CM-18523
Horizontal Aluminum Mullion
Installation Instructions
FL15353, R II 09=Q7 4 df
Verified By: Luis R Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL}5353--R3R(~5} 2Q73B. pdf
Created by Independent Third Party: Yes
Vertical Aluminum Mullion
Installation Instructions
FL15353 R3 If 08-01440Q.p11f
Verified By: Luis R Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15353 R3 AE 5.12064B.pdf
Created by Independent Third Party: Yes
Vertical Aluminum Mullion
Installation Instructions
FL15353 R3 li-Q8;0 442B.pdf
Verified By: Luis R Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
r i35-3 R3- AIy51206_ _Af
Created by Independent Third Party: Yes
Horizontal Aluminum Mullion
Installation Instructions
F 15 53 R3 II OB 014$B.pdI
Verified By: Luis R Lomas, PE PE-62514
Created by Independent Third Party: Ye
Evaluation Reports
FL15353 R3 AE 512075B.pdr
Created by Independent Third Party: Ye
I Horizontal Aluminum Mullion
2 of 3 4/13/2018, 7:26 AM
Florida Building Code Online https://www.floridabu iId ing.org/pr/pi--app_dti.aspx?pardm=wGEVX...
Limits of Use Installation Instructions
Approved for use In HVHZ: No F1,15,353JR3 11 OQ_01452B.oif
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other. Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 5120768,pdf
span - 104-1/4". Created by Independent Third Party: Yes
15353.8 j CM-18531 Vertical Aluminum Mulllon
Limits of Use Installation Instructions
Approved for use in HVHZ: No 1115 $3 R3 lI Oa 0]443R I f
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FU5353—SAE 512067B.odt
span - 83" Created by Independent Third Party: Yes
15353.9 CM-18532 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use In HVHZ: No FL153-5_R3 lI5- B RGf Approved
for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact
Resistant: Yes Created by Independent Third Party: Yes Design
Pressure: N/A Evaluation Reports ' Other:
Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 5120778.pdf span -
156-3/8" Created by Independent Third Party: Yes 15353.
10 CM 118533 Vertical Aluminum Mullion Limits
of Use Installation Instructions Approved
for use In HVHZ: No EL15j53 R3 jj OS-0144g@,pdf Approved
for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact
Resistant: Yes Created by Independent Third Party: Yes Design
Pressure: N/A Evaluation Reports Other:
Max single window size: 52-1/8" x 84". Max mullion 15353_R3 AE 51i0680,pof span:
83" Created by Independent Third Party: Yes 15353.
11 I CM-18534 Horizontal Aluminum Mullion Limits
of Use^ Installation Instructions ----•.---- Approved
for use In HVHZ: No E,,15353 R3 If 08-01454B.R(1f Approved
for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact
Resistant: Yes Created by Independent Third Party: Yes Design
Pressure: N/A Evaluation Reports Other:
Max single window size: 52-1/8" x 84". Max mullion FL15353 93 AE 512076d,pdf span:
156-3/8 _ - T
Created
by Independent Third Party: Yes Back
Ne:t Contact
U5 :: 2601 Blair Stone Road. iaaahassoe Fl 32399 Pho * 850-487-1 2, The
State of Fbdda is an AA/EEO employer. Ln0y11oht 2007-2013 State of Flonda.:: $hipyy Statement :: 1/SS ItY Statlmt0l ;;Refund Statement Under
Fiona law, emal addresses are pubic records. If you do not want your a -mad address released in response to a pubbc-recvrds request, do riot send electronic ma8
to this entity. Instead, contact the office by phone or by tradrional maLL tr you have any questions, please contact 850.487.1395. •Pursuant to Section 455.
275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an emal address r they have one.
The emal5 provided may be used for official communication with the licensee. however ema8 addresses are public record. If you do not wish to supply a personal
address, please provide the Department with an ema8 address which can be made available to the public. To determine If you are a licensee under Chapter 455,
F.S., please click td.BL Product
Approval Accepts: L"
M®
Fggaj iClai Credit
Card Safe
3
of 3 4/1312018, 7:26 AM
NOTES:
1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED 10
COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE
2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD
3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE
DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION
FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS
PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3.
5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS
DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED
UNDER SEPARATE APPROVAL
6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE
SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI
WINDOWS AND DOORS. INC
7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE
LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL
WINDOW OR DOOR UNIT.
8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE
UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS
ANCHORED AS SHOWN HEREIN
9) MULLION VERTICAL INSTALLATION IS SHOWN. MULLION MAY BE USED
IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED
HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING
TO THIS DOCUMENT.
DESIGN PRESSURE TABLE INSTRUCTIONS:
1) DEFINE REOUIREO DESIGN LOAD PER FLORIDA BUILDING CODE
CHAPTER 16.
2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON
PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH.
3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT
THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION
SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING
FOR PRODUCT IN STEP 2.
MULLION RATING MUST BE EQUAL OR GREATER THAN REOUIRED
DESIGN PRESSURE OBTAINED IN STEP 1.
TRIBUTARY WIDTH =
Wi W2
2
REVISIONS
RN OESCRpnoN piTE APPROVED
REVISED NSTALLATIDN DETAILS 06/10/15 R.L.
3 1 REVISED ANCHORING NOTES & INSTL DET. 06/07/17 R l
ANCHORING NOTES.
1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD
SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM
EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS
SHEET 3.
2) FOR ANCHORING INTO CONCRETE USE 1/4" ELCO ULTRCON TAPCON
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM
EMBEDMENT WITH i" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS
SHOWN IN INSTALLATION DETAILS SHEET 3.
3) FOR ANCHORING INTO METAL USE #10 SMS OR SELF DRILLING
SCREW WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM
BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN
IN INSTALLATION DETAILS SHEET 3.
4) ALL FASTENERS TO BE CORROSION RESISTANT.
5) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH
ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND
ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS
LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42
B. CONCRETE - MINIMUM COMPRESSIVE STRENNGTF OF 3.200 PSI.
C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N,
TYPE 1 (OR GREATER).
D. METAL STRUCTURE -STEEL 18GA (.048") FY=33KSI/FU=52KSI
OR ALUMINUM 6063-T5 FU=30KSI .062• THICK MINIMUM.
6) FOR ATTACHING WINDOW UNITS TO MULLION USE #10 SELF TAPPING
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A MINIMUM
EMBEDMENT OF THREE THREADS PAST THE MULLION WALL. LOCATE
SCREWS 6• FROM EACH MULLION END AND 12• MAX. OC.
THEREAFTER. STAGGER SCREWS AT EACH WINDOW.
TABLE OF CONTENTS
SHEET NO. DESCRIPTION
1 NOTES
2 CONFIGURATIONS AND DP CHART
3 INSTALLATION DETAILS
4 COMPONENTS
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 - VERTICAL MULLION
83" MULLION SPAN
GENERAL NOTES
OrtAiN: D'nG N0.
V.L. 08-01439
scxa NTS -- 01/11/12 51uEr 1 OF 4
L ROBERTO LOAAS P E. - --
1432 WOODFORD RD LEWISVLLLE, NC 27023
434.688.0= dbflwrok a nspe mm
SIGNED: 1011312017
S 1R! 1L 0
y/ i
jGE NVs:9J+
TAT 5OF • e+
FZ0R1 P•\
Luis R. Lomas P.E.
FL No.: 62514
1
107 3/8-
COMBINED
WIDTHW1
6
FRAME
hEIGHT WINDOW WINDOW
MULLION
SPAN)
I /- I,- d
107 3/8'
COMBINED WIDTHHWtw2T-
83'
FRAME '
WINDOW HEIGHT
WINDOW MULLION
SPAN)
I
iILI] 107
3/8' COMBINED
WIDTH F_ W 1 --j {- W2 33"
WINDOW FRAME
HEIGHT
t17ND0 WINDO MULLION
J
SPAILI-
J I
I--
IVt --{ j- W2 r-
107 }/
8' COMBINED
WIDTH Design
pressure rating (psi) Mullion
n (
in) Tributary
1Q13
25.50 width
36.
00 42.00 in)
46.
00 52.13 25.
00 120.0 1.20.01 120.0 120.0 120.0 120.0 37.
38 12Q 0 120.0 120.0 120.0 120.0 12Q 0 49.
63 120.0 EFT 81.2 76.9 75.2 75.1 82.
00 71.0 52.2 39.7 35.9 33.4 3Z3 65.
63 59.6 43.7 33.0 29.6 27.4 26.3 72.
00 44 9 32.7 24.4 21.8 19.9 19.0 Ii4.
00 Fe1 20.3 LARGE
AND SMALL MISSILE IMPACT. LEVEL D, WINDZONE 3 DIMENSIONS
IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE
FLANGE. 107
3/8' _ COMBINED
WIDTH W1 -
W2.- FRAME '
WINDOW I.Dow HEIGHT
MULLION
SPAN)
F_
107
3/8" COMBINED
WIDTH --I r-
W
1 W2 --j 83" /
WINDOW
J FRAME
HEIGHT
MULLION
SPAN)
LW
1 -I I` W2 107
3/8- COMBINED
WIDTH ReASIONS
I"
I DESCRMP,1N I VAIL I APPRDVM 1 A
I REVISED INSTALLATION DETAILS 06/10/15 R.L. B
I REVISED ANCHORING NOTES k INSTL DET 06/07/17 1R.L. 107
3/8' COMBINED
WIDTH F_ W 1 83
J WINDOW J FRAME
HEIGHT
WINDOW APPROVED
CONFIGURATIONS MULTIPLE
UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH
DOES NOT EXCEED 107 "'AS SHOWN HEREIN Design
pressure rating (psi) wish rebar Mullion
Lean (
in) 16.13 26.50 butarV
width 136.
00 42.00 in
48.
00 52.13 25.
00 120.01 120.0 120.0 120.0 120.0 120.0 37.
38 120.0 120.0 120.0 120.0 120.0 120.0 49.
63 120.0 98.3 81.2 76.9 75.2 751 62.
00 95.2 70.0 53.3 48.1 44.8 43.4 65.
63 80.0 5B.6 44.2 39.7 36.7 35.3 72.
00 50.3 43.9 328 29.2 26.7 25.5 64.
00 37.7 27.3 20.1 17.7 16.0 15.1 LARGE
AND SMALL MISSILE IMPACT, LEVEL D, WIND ZOA DIMENSIONS
IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE
FLANGE. t
W1 -I I-- Y/2 107
W
COMBINE]DWIDTH MI WINDOWS
AND DOORS, LLC 650 WEST
MARKET STREET GRAZ. PA
17030-0370 5764 - VERTICAL
MULLION 83" MULLION
SPAN APPROVED CONFIGURATIONS
AND RATING CHARTS DRAIN; aAc *.
I REv
V.L.
08-01439 B scAtt NTS
I DATE 01/11/12 -r 2 OF 4 L ROBERTO
LO,VA.S RE Hit WOODFORD
RD LEY47SVLLLE NC 270M 434-68114M
rfl: asQ nasp& om SIGNED: 1011312017
ILI0 l
GENS;gJ+
0,6
t T JA
TEOFLuis R.
Lomas P.E. FL No.:
62514
1" .MIN
EDGE DISTANCE
MASONRY/CONCRETE
BY OTHERS
e 1 1/4"
MIN E—MBrEDMENT
u
r— 1/4• ELCO ULTRACON TAPCON MT000022
CLIP
SECT5796
CLIP
10 SMS ORII
OPTIONAL ; SELF DRILLING
RCBAR SCREW
SECT5754
MULLION
METAL
1/2" MIN.
STRUCTURE
EDGE L BY OTHERS
M7000022 DISTANCE
CLIP
VERTICAL CROSS SECTION
I J 10 WOOD SCREW METAL INSTALLATION
1 3/8" MIN.
EMBEDMENT
1— VJ000 FRAMING/
1/2- MIN. 21 BUCK
EDGE BY OTHERS
DISTANCE
VERTICAL CROSS SECTION
MASONRY/CONCRETE AND WOOD FRAMING
INSTALLATION
NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE
OR WOOD FRAMING SUBSTRATE.
DESCMION MTE I APPR WD
REVISED INSTALLATION DETAILS 08/10/15 R.L.
REVISED ANCHORING NOTES & INSTL LET. 1 06/07/17 R.L.
SIGNED: 1011312017
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET R• LO'ff I-,
i
GRATZ, PA 17030-0370
J S
v, GEHSF S'
81251 # 5764 — VERTICAL MULLION
8MULLION SPAN J,'('
0, q
INSTALLATION
DETAILS TAT iort=z i'
FS : 10R1DQ; ORAARor+c r.o. atv 08
50 s1ONA11'i: Luis
R. Lomas P.E. suu
oArz NTS01/11/12 3 OF 4 L
ROBERTO LGILAS P.E 14M
KDOOFURD RD LEWISWLLE NC Z70M 434-
QdAC609 /C6ne.S@M=0!p" n FL
No.: 62514
2. i 40" —j
El1.tI
SECT5764 MULLION
ALUMINUM 6005-T5.125" THICK
j f- 0.588"
i
5ii"
RF-fl 2 REBAR
16 GA (.062) GALVANIZED STEEL
NOTES: 1. CLIPS MAY BE USED IN
MASONRY/CONCRETE OR WOOD FRAMING
SUBSTRATE.
2. FOR WOOD & METAL INSTALLATION
USE ALL FOUR ANCHOR LOCATIONS.
3. FOR CONCRETE INSTALLATION USE 2
ANCHOR LOCATIONS ONLY WITH 3 1/4-
SEPARATION BETWEEN ANCHORS.
3.261" —
t.375'
0.625- -
i 3.250"
0.8 C 3"
4.000"
1
7 O
MT000022 CLIP
16GA (.0637 GALVANIZED STEEL
SEE NOTE 2 6 3, THIS SHEET.
3.750'
2 189"
1. 0' 0.375"
J_
I
0.843'
2X e0.210"
j-
7 -
I I
I
1.562"
SECT5796 CLIP
FOR WOOD FRAMING INSTALLATION
ALUMINUM 6063- T5.12S' THICK
REVWWS
DESCRPDDN I DATE I APPROVED
REVISED INSTALLATION DETAILS 06/1D/15 R.L.
REVISED ANCHORING NOTES @ INSTL DET 06/D7/17 R.L.
3.750"'
1.000 10.375"
0.42
1
2.032' 2.675"
0.841 3"
SECT5796 CLIP 2x D0. z 10"
FOR CONCRETE INSTALLATION
ALUMINUM 6063-T5.125' THICK
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ. PA 17030-0370
5764 - VERTICAL MULLION
83" MULLION SPAN
COMPONENTS
V WN, D/.'G NO
V.L. 08-01439
SCALE NTS I DATE 01/11/12 SNE4 OF 4
L ROBERTO L0041S P.E.
143? WOODFORD RD LENTSVR.LE, 1VC ZM23
434-M -OW9 r0arrs9/'I mnVd=m
SIGNED: 1011312017
5 R I It0 /' ENSF
iP 0,.
61251 TACCT
E OF ;ccz O.
0 cZ0R10•2`: djs1ONA
i 1 V``
Luis
R. Lomas P.E. FL
No.: 62514
Florida Building Code Online https://www.floridabu ilding.org/pr/pr_app_dtl.aspx?param=wGEVX...
I ti
g
r r i M
RCIS Home I Iov In I User Registration I Hot Topics I Submt Surcharge Stats 6 Facts I Publkatbns I FBC Start I eCIS Ste Map ticks Search I
FI rida
ra Product Approval
USER: Public User
PrOGvct_PJlptovai.Menu > PmdKt.GrAppkc,1i_q earch > AnotraUon LLsI > Application Detall
FL # FL13223-R4
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer James Hardie Building Products, Inc.
Address/Phone/Email 26300 La Alameda
Ste. 250
Mission Viejo, CA 92691
909)349-2927
pingsheng.zhu@jameshardie.com
Authorized Signature Pingsheng Zhu
pingsheng.zhu@jameshardle.com
Technical Representative Pingsheng Zhu
Address/Phone/Email 10901 Elm Ave.
Fontana, CA 92337
909)349-2927
pmgsheng.zhu@jameshardle.com
Quality Assurance Representative Pingsheng Zhu
Address/Phone/Email 10901 Elm Ave.
Fontana, CA 92337
909)349-2927
pingsheng.zhu@jameshardie.com
Category Panel Walls
Subcategory Siding
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Ronald 1. Ogawa
the Evaluation Report
Florida License PE-24121
Quality Assurance Entity lntertek Testing Services NA, Inc. - QA Entity
Quality Assurance Contract Expiration Date 12/31/2020
Validated By John Southard, P.E.
Certificate of Independence
Referenced Standard and Year (of Standard)
Validation Checklist - Hardcopy Received
I,)L3223 R4 C -1 -IQ - Certificate of Indcpendence.odf
Standard Y&.I[
ASTM C1186 2007
ASTM E330 2002
I of 3 4/13/2018, 7:29 AM
Florida Building Code Online https://www.floridabtiilding.org/pr/pr_app dtl.aspx?pararn=wGEVX...
Equivalence of Product Standards
Certified By
Sections from the Code
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Florida Licensed Professional Engineer or Architect
FU32Z3 R4 Eauiv RIO-2692E-17 A TM C1186 eoulvalency pd
Method 1 Option D
08/09/2017
08/25/2017
08/28/2017
10/10/2017
Summary of Products
FL # Model, Number or Name
13223.1 - I Cempanel Siding
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: For use inside a HVHZ Install In accordance with NOA
17-0406.06
13223.2 HardiePanel Siding
Limits of Use
Approved for use In HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: For use Inside a HVHZ Install In accordance with NOA
17-0406.06
i 13223.3 Prevail Panel Siding
i Limits of Use
I Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
II Design Pressure: N/A
I Other: For use Inside a HVHZ Install in accordance with NOA
117-0406.06
Description
fiber -cement panel siding
Installation Instructions
FL13223 R4 11 cempa tel-I nstallatlon.pdf
FL13223 R4_II NQA 17-Q4Q6 06,pdf
FL13223 R4 11 RIO 2¢89-17 Panel to Furring.pdf
FL13223 R4 If RIO-2686-17 Panel Wood Metal Frame.pdf
Verified By: Ronald 1. Ogawa 24121
Created by Independent Third Party: No
Evaluation Reports
FyI 23 AlAE NOA 17-0406.06.pdf
FL13223 R4 A RIO 2.68-17 Panel to Furrino.gdf
FL1.3223 R4 AE RIO-2686-17 Panel Wood Metal Frame.pdf
Created by Independent Third Parry: Yes
fiber -cement panel siding
Installation InstructionsInstructions
FL13223 R4 11 HardiePanel-Installation.pcif
FL13223 R4 II NOA37:D446,06.pdf
FL13223 R4_II RIO 2689 17 PSgI to Furripg,pdF
FI.1 223 R4 11 RIO_2686-17 Panel Wood Metal Frame.pdf
Verified By: Ronald I. Ogawa 24121
Created by Independent Third Party: No
Evaluation Reports
FL13223 R4 AE NOA 17-0406.06.pdf
FL13223 R4 AE RI0 2689.17_Panel to Furring,pdf
FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.pdf
Created by Independent Third Party: Yes
fiber -cement panel siding ---- -- — - -- --
Installation Instructions
FL13223 R4 11 NOA 17-0406_06_pdf
FL13223 R4 11 Prevail -Panel- Installation, pdf
FL13223 11 11 RIO 2689-17 Panel to Furring.odf
FL13223 R4 Il RIO-2686-17 Panel Wood Metal Frarne.r—df
Verified By: Ronald I. Ogawa 24121
Created by Independent Third Party: No
Evaluation Reports
FL13223 g4 AE NgA i7:g4g6Q6,pdj
FLL3223 R4 AE RIO 2689-17 Panel to Furrino_pllj
FL13223 R4 AE RIQ-26$6-17 Panel Wood Metal Frame.pdf
Created by Independent Third Party: Yes
Balk Neat
Contact us :: 25Dj-J3bk-SIOMPoitd.3Dlkbdssee_FL3Z]92 Phone: 850-487-1824
The Stale of Florida 15 an M/FE0 employer. rottvri ht 20a7-2n13 State of Florida.:: 0ivaty Statenjept :: (SLC531a1SY_5tatcmen1 :: Ref ind Statement
2 of 3 4/13/2018, 7:29 AM
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I
l
Under Florda law, email addresses are pubic records. If you do not want your a -mall address released In response to a public -records request, do not send electronic
mail to this entity. Instead, contact the office by phone or by traditional mall. S you have any questions, please contact 850.487.095. 'Pursuant to Section
455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455. F.S. must provide the Department wish an email address I they have
one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a
personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter
455, F.S, please click here .
t
Product Approval Acoepts:
gig zz
Credit Card
Safe
3 of 3 4/ 13/2018, 7:29 AM
Florida Product Approval
HardiePanel® Siding
For use inside HVHZ:
o HardiePanel Siding fastener types, fastening schedule, and installation
shall be in accordance with the Miami -Dade County Florida NOA 17-
0406.06. Consult the HardiePanel product installation instructions on the
follow pages for all other installation requirements.
For use outside of HVHZ,
o HardiePanel Siding fastener types, fastening schedule, and installation
shall be in accordance with Engineering Evaluation Reports RIO-2686-17
or RIO-2689-17. Consult the HardiePanel product installation instructions
on the follow pages for all other installation requirements.
Har'diePanele"-10. Vertical Siding
INSTALLATION REQUIREMENTS RESIDENIIAL SINGLE FAMILY ONLY • PRIMED & COLORPLUS- PRODUCTS
JamesHardie
EFFECTIVE SEPTEMBER 2013
Visit yyt'+ "vl iemwille-WaLlor the most recent version,
SMOOTH • CEDARMILL° • SELECT SIERRA 8 • STUCCO
IMPORTANT. FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE
WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES,
AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS.
INSTALLATION OF HZ10"m PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES
TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343
STORAGE & HANDLING:
Store flat and keep dry and
covered prior to Installation. Installing
siding wet or saturated may result in
shrinkage at butt joints. Carry planks
on edge. Protect edges and corners
from breakage. James Hardie is not
responsible for damage caused
by Improper storage and handling of
the product.
CUTTING INSTRUCTIONS
OUTDOORS INDOORS
1. Position putting station so that wind will blow dust away from user 1. Cut only using score and snap, or shears (manual, electric or pneumatic).
and others in working area. 2. Positlon cutting station in well-ventlated area
2. Use one of the following methods:
a [test i. Score and snap
I. Shears (manual, electric or prheu rnat c) - NEVER use a pourer saw indoors
b Better. 1. Dust reducing c6wlar saw equipped with a - NEVER use a draEar saw blade Brat does roll carry the HardieB ade saw blade trademark
Hadeelado'saw blade and KEPA vacuum extraction NEVER dry sweep — Use wet suppression or I1EPA Vacuum
c. Good: I Oust reducing circular saw with a NarteBlade saw blade
onty use for law to moderate cutting)
Important Note: ra maximum protection (lowest respirable dust pmdruilen), James Hartle moornnrends always using'Bes1'-luvel cutting methods where feasblo.
M091-approved respirators can be used in canoiction with above curing practices to further reduce dust exposures Additional exposure Information is avallable
at vwAw.Wrohhardle.com to help you determine the most appropriate cutting method for your lab requirant b. If concern shill emasis abort exposure levels or you
orb not comply with the alxrw pactloes, you should ahns consult a qualified Industrial hygienist or contact James Harde for further information. gyros
GENERAL REQUIREMENTS:
These instructions to be used for residential single family installations only. For Commercial / Multi -Family installation requirements go to www.JamesHardleconniarclal.com
HardiePanel"" vertical sing can be installed over braced wood or steel studs spaced a maximum of 24" o.c. See genemal fastening requirements. Irregularities in
framing and sheathing can mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rairscreert/furrQtg) as a best practice.
Information on Installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. lamohardie.com
A water -resistive barrier is required in accordance with local building code requirements. The water-fesistive barrier must be appropriately installed with
penetration and junction flashing In accordance with local building code requirements. James Hardie will assume no responsibility for water infiltration. James
Hardie does manufacture HardieWrap°D Weather Barrier, a rlon-woven non -perforated housewrapl , which complies with building code requirements.
When installing James Hardie products all clearance details In figs. 5,6,7,8,9,10&11 must be followed.
Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10'.
Do not install James Hardie products, such that they may remain in contact with standing water.
HardiePanel vertical siding may be installed on vertical wall applications only.
DO NOT use HardiePanel vertical sidingg in Fascia or Trim applications
Some application are not suitable for ColorPlus. Refer to ColorPlus section page 3.
DO NOT use stain, oiValkvd base palnt or powder coating on James Hardie® Products.
For larger projects, including commerclal and multi -family projects, where the span of the wall is significant In length, the designand/or architect should take Into
consideration the coefficient of thermal exppansion and moisture movement of the product in their design. These values can beer found in the Technical Bulletin 8 "
Expansion Characteristics' at www.JamesHardia.com, INSTALLATION:
Joint
Treatment Fastener
Requirements • Vertical
Joints - Install panels in moderate contact (fig. 1), alternatively Positionfasteners3/8" from panel edges and no closer than joints may also be covered with battens, PVC or metal jointers or 2" away from corners. Do not nail into corners. caulked (Not applicable to ColorPlus' Finish) (fig. 2). HardlePanelVerticalSidingInstallation • Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framingmustbeprovidedathorizontalandverticaledgesfornailing. Figure
2 Figure 3 HardiePanelverticalsidingmustbejoinedonstud. water -resistive barrier water -resistive barrier Double
stud may be required to maintain minimum edge 4 stud water-resIstive water -resistive nailing
distances.2 d 4 stud battler battler r
Figure
1 stud upper
panel , upper panel e
Do
not 1/4' goo Do not 1/4" pap water-
resistiv barrier
Caulk
Car_ Ik j sheathing
HardlePonel Batten Joint "H" Joint ~Z-flashing t Z-flashing t 0
o vertical siding water -resistive barrier daWralive boa
keee
malls \ 2 d 4 stud r_ lower rd
3/
e min. panel lower
panel
frompaneledges
plate
Q o Figure 4 W
leave
appropriate gap between Recommendation: When o
panels. then caws* installing Sierra 9, provide Caulk
Joint a double stud at panel moderatecontactNotapplicabletoCoWrPlusaFinish) joints to avoid nailing keep
fast[ — 'eners 2' I
Apply caulk in accordance with caulk through groorres. away
from comers manufacturer's written appllcaWn Instructions. Tr For
additional Information an HardleVifraplm Weather Barder, consult James Hardie at 1.866-411ardle or www.hardiewrep.com WARNING:
AVOID BREATHING SILICA DUST Jarm
Hasid es products amain resprame crystalline silica, whch B krom to the State of California to raw cancer and Is considered by sole end MOSH to be a cause of cancer from some occupational sources. ateathIng excessive
amounts of respirable silica dust can also cause a disabliInngg end potentially fatal king disease called sillcosis. and has been enk-dwith other diseases. Some studies sugM smoking may Increase these risks. During Installation
a handling: (1) work in outdooi areas with ample verNlatlon; 2(1use fiber cament shears for Mttp or, where not feasible, use a Hardieelade• saw blade and dust-reduc6hp circular sav+ attached to a HEPA vacuum; 3)
wan] others in the Irmrw1ale area; (4) wear a prgiedy-plied, NI 1-approved dust masle a respirator (e.g. N-95) In accordance with app9cable go'rornme nt regulations and manufacturer Insbuctlons to further rimil respirable
cillca exposures. During clean-up, use HEPA waums or wet deamp methods - never dry er+eep. For further Information, refer to our Installation Instnx6orts and Material Safety Data Sheet avallaMe at vvvrv+.
jamesharde.com or by calling 1.600.9HARDIE (I-WO-942.7343). FAILURE TO ADHERE TO OUR WARNINGS, MSD.S, AND INSTALLATION INSTPWIONS MAY LEAD TO SERIOUS PERSONAL IN,URY OR DEATH. KAW"
HS1236 -
P1/3 1/13
Z >o. EM
CLEARANCES
Install siding and trim products in Maintain a minimum 1" Maintain a minimum 1" - 2" clearance At the juncture of the roof and vertical Maintain a 1/4"
compliance with local building code - 2" clearance between between James Hardie products surfaces, flashing and counterflashing clearance between
requirements for clearance between James Harrlie and decking material. shall be installed per the roofing the bottom of James
manufacturer's Instructions. Provide a Hardie products andthebottomedgeofthesidingandproductsandpaths, Figure 7 minimum 1 "- 2" clearance between horizontal flashing.
the adjacent finished grade. steps and driveways.
Figure 5 Figure 6
cornets
6- min. I fou cation
Maintain a minimum 1 " gap
between gutter end caps and
siding & trim.
Figure 9
siding
gutter and end cap
deck
1"_ 2"
joist
Do not bridge floors with HardiePanels' siding. Hortzontal
joints should always be created between floors (rig. 10).
weter-
Resistive
Bamer Framuq
VH,
orlrz,on Flooring
fa
BLOCKED PENETRATIONS
Penetrations such as hose bibs and holes 1 36" or larger such as dryer vents
should have a block of trim around point of penetration.
GENERAL FASTENING REQUIREMENTS
Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are
acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality,
hot -dipped galvanized nails. James Hardie Is not responsible for the corrosion resistance of
fasteners. Stainless steel fasteners are recommended when installing James Hardie products near
the ocean, large bodies of water, or in very humid climates.
Consult applicable product evaluation or listing for correct fastener type and placement to achieve
specific design wind loads.
NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have
specific jurisdiction. Consult James Hardie Technical Services If you are unsure of applicable
compliance documentation.
is Drive fasteners perpendicular to siding and framing.
is Fastener heads should fit snug against siding (no air space). (fig. A)
Do not over -drive nail heads or drive nails at an angle.
If nail is countersunk, fill nail hole and add a nail. (fig. B)
For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel
framing, remove and replace nail).
NOTE: Whenever a structural member Is present, HardiePlank should be fastened with even
spacing to the structural member. The tables allowing direct to OSB orplywood should only be
used when traditional framing is not available.
is Do not use aluminum fasteners, staples, or clipped head nails.
Snug Flush
Countersunk
4,,
bnil8addnail
Figure A
MA
Figure B
do not under
drive nails DO NOTSTAPLE
the rooting and the bottom edge of the Do not caulk gap.
siding and trim. Refer to fig. 3 on
Figure 8 page 1.
l 1'•7min
I
a
KICKOUT FLASHING
Because of the volume of water that can pour down a sloped
roof, one of the most critical flashing details occurs where a
roof intersects a sidewall. The roof must be flashed with step
flashing. Where the roof terminates, Install a kickout to deflect
water away from the siding. It Is best to install a self -adhering
membrane on the wall before the subfascia and trim boards
are nailed in place, and then come bark to Install the kickout.
Figure 11, Kickout Flashing To prevent water from
dumping behind the siding and the end of the roof
intersection, install a "kickoul" as required by IRC code
R905.2.8.3 : "...flashing shall be a min. of 4" high and 4`
wide." James Hardie recommends the kickout be angled
between 1000 -110° to maximize water deflection
Figure 11
romtraesvamunsnr•
Hoo>e.r
PNEUMATIC FASTENING
James Hardie products can be hand nailed or fastened with a
pneumatic tool. Pneumatic fastening Is highly recommended.
Set air pressure so that the fastener is driven snug with the
surface of the siding. A flush mount attachment on the
pneumatic tool is recommended. This will help control the
depth the nail is driven. If setting the nail depth proves difficult,
choose a setting that under drives the nail. (Drive under driven
nails snug with a smooth faced hammer - Does not apply for
installation to steel framing).
HS1236-P2/3 8/13
CAULKING
Forbes[ results use all Elastomedc Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834.
Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions. Note: OSI Quad as well as some other caulking
manufacturers do not allow tooling.
DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section
CUT EDGE TREATMENT PAINTING
Caulk, paint or prime all field cut edges. I DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie® Products. James Hardie products
James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are
to touch-up ColorPlus products. recommended. Do not paint when wet For application rates refer to paint manufacturers specifications.
Back -rolling Is recommended if the siding is sprayed.
COLORPLUS* TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE
Care should be taken when handling and cutting James Hardie® ColorPlus® products. During Installation use a wet soft cloth or soft brush to
gently wipe off any residue or construction dust left on the product, then rinse with a garden hose.
Touch up nicks, scrapes and nail heads using the ColorPlus® Technology touch-up applicator. Touch-up should be used sparingly.
If large areas require touch-up, replace the damaged area with new HardiePanel® siding with ColorPlus Technology.
Laminate sheet must be removed immediately after installation of each course.
Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus® product dealer.
Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer.
Note: James Hardie does not warrant the usage of third parry touch-up or paints used as touch-up on James Hardie ColorPlus products.
Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie
touch-up, will not be covered under the James Hardie ColorPlus Limited Finish Warranty.
The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for
every application:
Exposed fasteners or battens is the recommended application for ColorPlus panel products
Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended
For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel
only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover
joints when appropriate.
PAINTING JAMES HARDIE• SIDING AND TRIM PRODUCTS WITH COLORPLUS• TECHNOLOGY
When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application:
Ensure the surface is clean, dry, and free of any dust, dirt, or mildew
Repriming is normally not necessary
100% acrylic topcoats are recommended
DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie® Products
Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application
temperature
RECOGNITION: In a cadance vdlh IMES EvaluaUm Report ESA-1944, HarnGaPanelD vertical siding is recognized as a suitable aRemate to that specified trx the 2006,2009, & 2012 Ntematlorr<d ResldemAl Code for One -and
Two -Family DweUvgs and the 2006, 2009. d 2012 Intemalional Building Code. HardiePard venial sitting is also recognized for application In the lotlawing: City of Los Angeles Research Report No 24862. State of Florida
listing FLOW, Dade Canty, Polda NDA No. 02-0729 02. U.S. Dept. at HUD Materials Release 1263c, Texas Department of Irmixu Product Evaluatlm EC-23, City of New York MEA 223.93-M, and California DSA PA-019.
these documents rhetdd also he Wrstlted for eWilional Inlamatlm concerting the suhM of M product for spedfic eoplicat ms.
tD 2013 Jaynes Hardie Building Products. All rights reserved. p
TM. SM, and ® denote trademarks or registered trademarks of Additional Installation Information, M.]James Hardle-rochnology Limited n is a registered Warranties, and Warnings are available at JamesHard•e
trademark of James Hardie Technology Limited. www.jameshardie.com
HS1236 - P3/3 6/13
Florida Building Code Online https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVX... j
W
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ftd= A oinval Menu > Product or Apltltdbn Search > application WS > Application DetaB
1. FL # FL12194-R7
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer Aluminum Coils, Inc.
Address/Phone/Email 5001 West Knox Street
Tampa, FL 33634
813)249-9743
grahman@aluminumcoilsinc.com
Authorized Signature Gareth Rahman
grahman@aluminumcoilsinc.com
Technical Representative Paul Frost
Address/Phone/Email 5001 West Knox Street
Tampa, FL 33634
813) 249-9742
PFrost@aluminumcoilslnc.com
Quality Assurance Representative
Address/Phone/Email
Category Panel Walls
Subcategory Soffits
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Zachary R. Priest
the Evaluation Report
Florida License PE-74021
Quality Assurance Entity PRI Construction Materials Technologies, LLC
Quality Assurance Contract Expiration Date 06/19/2020
Validated By Locke Bowden P.E.
Certificate of independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Validation Checklist - Hardcopy Received
FL121.94 R7 COI ALC150_0_1 2017 FBC Evaluation Re= 04 Tg
Soffits Final,p-df
Standard
AAMA 1402
Year
2009
1 of 2 4/13/2018, 7:37 AM
Florida Building Code Online https://www. floridabui lding.org/pr/pr_app_dti.aspx?parain=YG EV X •..
Sections from the Code
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Method 1 Option D
12/15/2017
12/15/2017
12/20/2017
02/13/2018
Summary of Products_ _
FL # Model, Number or Name
12194.1 Alumunum Coils Aluminum Soffit
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +80/-90
Other: See Evaluation Report for limits of use.
Description --
Aluminum soffit panels —
Installation Instructions
FL12194 R7 II ALC15001.4 2017 FBC Evaluation Repor
Q4 T4 Soffits Flnal.udf
Verified By: Zachary R. Priest PE-74021
Created by Independent Third Party: Yes
Evaluation Reports
1`1-12194 R7 AE ALC15001.4 2017 FBC Evaluation Rip t
4 T4 Soffits Final.pdf
Created by Independent Third Party: Yes
Back Nest
CattLact,US :: 2601 StaIr St0JR.13001. 34A ItlaSan-EL 32329 Pbone: a50.487_1E24
The state of Florlda Is an AAfEEO employer. Copyright 2007.2013 Rate P(Ebriea.:: "acy_Statemca :: Aroessaltty_S1a19jn= :: Refund-Statern=
Under Florida law, emal addresses are pubic records. 8 you do not want your a-malladdress released In response to a public -records request, do not send electronic mal
to this entity. Instead, contact the ofrce by phone or by traditional maR ff you have any questions, please contact 850 487.1395. 'Pursuant to section 455.
275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an emal address r they have one.
The emalts provided may be used for official communicatbn wth the licensee. However email addresses are public record. R you do riot wish to supply a Personal
address, please provide the Department with an emailaddress whlch con be made avalable to the pubtt. To determine r you area licensee under Chapter 455, F.
S., please cock hQM. Product Approval
Accepts: Credit Card
Safe 2
of
2 4/13/2018, 7:37 AM
CREEK
TECHNICAL SERVICES, LLC
Certificate of Authorization No. 29824
17520 Edinburgh Dr
Tampa, FL 33647
813) 480-3421
EVALUATION REPORT FLORIDA BUILDING CODE 6T" EDITION (2017)
Manufacturer: ALUMINUM COILS, INC. Issued December 14, 2017
5001 West Knox Street
Tampa, FL 33634
813)249-9743
www. alum in umcoilsinc com
Manufacturing: Tampa, FL
Quality Assurance: PRI Construction Materials Technologies (QUA9110)
SCOPE
Category: Panel Walls
Subcategory: Soffits
Code Sections: 1404.5.1, 1709.10
Properties: Wind Resistance
REFERENCES
Entity Report No. Standard Year
Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 2009
Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 2009
PRt Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 2009
PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 2009
PRI Construction Materials Technologies (TST5878) ACIX-008-02-01 AAMA 1402 2009
LIMITATIONS
1. This report is not for use in the HVHZ.
2. Design wind loads shall be determined in accordance with FBC Section 1609.
3. Soffits shall be labeled in accordance with FBC Section 1709.10.
4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's
published application instructions. Where discrepancies exist between these sources, the more restrictive
and FBC compliant installation detail shall prevail.
5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2.
6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall
be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the
minimum load resistance for the project requirements.
7. All products listed in this report shall be manufactured under a quality assurance program in compliance with
Rule 611320-3.
ALC15001.4 FL12194-R7 Pagel of 3
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
PRODUCT DESCRIPTIONS
ALUMINUM COILS, INC
Soffits
3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for
dimension drawings.
3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for
dimension drawings.
Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for
dimension drawings.
16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffitZpanels provided in 16-
inch sections. The reported net free ventilation areas are 22.3 in /lin.ft. for the 'full vent'
configuration and 11.1 in2/1in.ft. and for the 'center vent' configuration. See Appendix D for
dimension drawings.
12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 12-
inch sections. The reported net free ventilation areas are 12.5 in2/lin.ft. for the 'full vent
configuration and 4 2 in2/lin.ft. for the 'center vent' configuration. See Appendix D for
dimension drawings.
ALC15001.4 FL12194-R7 Page 2 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
COMPLIANCE STATEMENT
ALUMINUM COILS, INC
Soffits
The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building
Code, a Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer.
tllrrlr r
R •
pRiF''. G•E NSF•.
No 74021
3 '. STATE OF ; 41J
off ORtO
p:,•\:
i•• .•
CERTIFICATION OF INDEPENDENCE
2017.12.14
16:21:34
05r00r
Zachary R. Priest, P.E.
Florida Registration No. 74021
Organization No. ANE9641
CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing
products under this evaluation.
CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under
this evaluation.
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products
under this evaluation.
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the
product.
APPENDICES
1) APPENDIX A —Approved Systems (11 pages)
2) APPENDIX B — Installation Drawings (19 pages)
3) APPENDIX C — Design Wind Loads(4 pages)
4) APPENDIX D — Dimension Drawings (4 pages)
ALC15001.4 FL12194-R7 Page 3 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
APPROVED SYSTEMS
ALUMINUM COILS, INC
Soffits
Appendix A
The following notes shall be observed when using the assembly tables below.
1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1404.5.1.
2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below.
3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly.
4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system.
5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others
in accordance with FBC requirements to meet the minimum design requirements for the project.
6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with
FBC requirements to meet the minimum design requirements for the project.
7. Typical fastening details are as follows:
a. 12" T4 Soffit —12-inch o.c.
Fastener Fastener
Location Location
1 1
b. 12' T4 Soffit — 4-inch o.c.
Fastener Fastener Fastener Fastener
Location Location Location Location
11
c. 16" Q4 Soffit —16-inch o.c.
Fastener
Lotionc
r
ALC15001.4 FL12194-R7
Fastener
Location
1
1 of 11
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
d. 16" Q4 Soffit — 8-inch o.c.
Fastener
Lotionc
Fastener Fastener
Loction
ALUMINUM COILS, INC
Soffits
Approved System Numbers and Definitions
10.5JJ-# Approved Systems for 10.5-inch Soffit Span with J-Channel at Wall and Eave
12F-# Approved Systems for 12-inch Soffit Span with F-Channel and Fascia Ca
12.14 Approved Systems for 12-inch Soffit Span with J-Channel and Fascia Cap
RJJA Approved Systems for 12inch Soffit Span with J-Channel at Wall and Eave
14.5JJ-# Approved Systems for 14.5-inch Soffit Span with J-Channel at Wall and Eave
16F-# AoDroved Systems for 16-inch Soffit Span with F-Channel and Fascia Ca
16J-# Approved Systems for 16-inch Soffit Span with J-Channel and Fascia Ca
16JJ-# Approved Systems for 16-inch Soffit S an with J-Channel at Wall and Eave
22.5JJ-# Approved Systems for 22.5-inch Soffit Span with J-Channel at Wall and Eave
24174 Approved Systems for 24inch Soffit Span with F-Channel and Fascia Ca
24J Approved Systems for 24-inch Soffit Span with J-Channel and Fascia Ca
24JJ # Approved Systems for 24-inch Soffit Span with J-Channel at Wall and Eave
Appendix A
Approved Systems for Maximum 10.6-inch Soffit Span with JI-Channel at Wall and Eave
Wall Connection Eave Connection
System Panel MDP
No. Width psf)
Substrat J-Channel
Substrate J-Channel
e Attachment Attachment
Three (3) 18 ga.1/4-inch crown x 1-inch leg staples in
Three (3) 18 ga.1/4-inch crown x 14nch leg staples in
Max.
diamond pattern spaced 24-Inch o.c. securing
J-Channel to joists; diamond pattern spaced 24-inch o.c securing
10.511-1
16-inch
Wood
One (1) 18 ga.1/4-Inch crown x 1-inch leg staples Wood J-Channel to joists; 59.8
located in the horizontal leg of the J-Channel spaced One (1) 18 ga.1/4-inch crown x 1-inch leg staples located
12-inch o.c. in the horizontal leg of the J-Channel spaced 12-inch o.c.
ALC15001.4 FL12194-R7 2of11
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for Maximum 12-inch Soffit Span with F-Channel and Fascia Cap
Wall Connection Eave Connection
System Panel MDP
No. Width psi)
Substrate
F-Channel
Substrate Panel Attachment Fascia Cap
Attachment Attachment
Max
One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch crown
One (1) min. 1 3/44nch long x
0.072-inch dia. x min. 3/16-
12F-1
16-inch
Wood min. 1.25 inch embedment spaced Wood
staple spaced 16-inch o.c. inch head dia. trim nail
f40
24 inch o.c. spaced 364nch o.c.
One (1) 14 ga. 5/84nch long T nail or One (1) min. 1 3/44nch long x
12F-2
Max.
Masonry 9 ga., min. 5/8-inch long Stub Nail Wood One (
1) min. 3/8 x 3/8-inch crown 0.0724nch dia. x min. 3/16- 40
164nch
with 3/8-inch diameter head spaced staple spaced 164nch o.c. inch head dia. trim nail 84nch
o.c. spaced 364nch o.c. Max.
Three (
3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/44nch long x 0.
0724nch dia. x min. 1/44nch 48 12F-
3 i6-
inch Wood
crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. head
diatrip nail spaced 48- 64.2 spaced 24-
inch o.c. and securing each panel lap inch o.c. One (1)
14 ga. 5/84nch long T nail or One (1) min 3/4-inch x 1/4 -inch One (1) min. 1 3/44nch long x 12F 4
Max. Masonry
9
ga., min. 5/8-inch long Stub Nail Wood crown staple spaced 0 072-
inch dia. x min. 1/4-inch 48 16-inch
with 3/8-inch diameter head spaced cinch p and securingeachpanellapheaddia. trip nail spaced 48- 64.2 8-inch
O.C. inch o.c. Approved Systems
for Maximum12-inch Soffit Span with J-Channel and Fascia Cap Wall Connection
Eave Connection System Panel
MDP No. Width
psf) Substrate J-
Channel
Panel Attachment
Substrate Panel Attachment Fascia Cap Attachment Attachment
Three (3)
min. 3/4- inch x
1/44nch crown One (1)
min. #8 x 1/2-inch One (1)
min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1
Max. Wood
staples
in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-
inch dia. x min. 1/44nch 48 16-inch
pattern spaced
24- screw spaced
164nch o.c. spaced 84nch
o.c. head dia. trip nad spaced 48- 64.2 inch o.
c. connecting soffit to J-channel inch o.c. ALC15001.4
FL12194-R7 3of11 This evaluation
report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quarity assurance
changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes
that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for Maximum 12-inch Soffit Span with J-Channel at Wall and Eave
Wall Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
J-Channel
Substrate
J-Channel
Attachment Attachment
Three (3) 18 ga.1/4-inch crown x 1-inch leg staples in Three (3) 18 ga.1/44nch crown x 14nch leg staples in
diamond pattern spaced 24-inch o.c. securing diamond pattern spaced 124nch o.c. securing
12JJ-1
Max'
Wood J-Channel to joists; Wood J-Channel to fascia; 70
164nch One (1) 18 ga.1/4-inch crown x 1-inch leg staples One (1) 18 ga.1/44nch crown x 1-inch leg staple securing 60
located in the horizontal leg of the J-Channel spaced the nailer of each female lock or spaced 164nch o.c.
124nch o.c. I I securing each panel lap
Approved Systems for 14.5-inch Soffit Span with J-Channel at Wall and Eave
Wall Connection Eave Connection
System Panel MDP
No. Width pSfl
Substrate J-Channel
Substrate J-Channel
Attachment Attachment
Three (3) 18 ga.1/4-inch crown x 1-inch leg staples in
diamond pattern spaced 244nch o.c. securing Three (3) 18 ga.1/44nch crown x 14nch leg staples in
Max. J-Channel to joists; diamond pattern spaced 244nch o.c. securing
14.5JJ-1
164nch
Wood
One (1) 18 ga.1/4-inch crown x 1-inch leg staples
Wd Wood J-Channel to joists; 43.3
located in the horizontal leg of the J-Channel spaced One (1) 18 ga.1/44nch crown x 14nch leg staples located
12-inch o.c. in the horizontal leg of the J-Channel spaced 12-inch o.c.
ALC 15001.4 FL12194-R7 4of11
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES. LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for Maximum 16-inch Soffit Span with F-Channel and Fascia Cap
Wall Connection Eave Connection
System Panel MDP
No. Width pso
Substrate
F-Channel Substrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 14 ga. 5/8-inch long T nail or One (1) 18 ga. 1144nch crown x
One
72
min. diameternch x
diameter
16F-1
Max.
Masonry 9 ga., min. 5/84nch long Stub Nail Wood 1-inch leg staple spaced max. pinchfinishingnailwith min. 3116- finishing t53.3
124nch with 3/84nch diameter head spaced 44nch o.c. and securing each inch head spaced
max. 84nch o.c. panel lap 12-inch o.c.
One (1) 18 ga. 1/44nch crown x
One (1) min. 1.754nch x.
Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staple spaced max.
0072-inch diameter
16F-2
12-inch
Wood inch leg staples in diamond pattern Wood
44nch o.c. and securing each
finishing nail with min. 3/16- 53.3
spaced 16-inch o.c,
panel lap
inch head spaced
12-inch o.c.
One (1) 14 ga. 5/84nch long T nail or One (1) min 3/8 inch x 3/84nch One (1) min. 1 3/44nch long
16F-3
Max.
Masonry 9 ga., min. 5/84nch long Stub Nail Wood crown staple spaced 16-inch
x 0.072 inch dia. x min. t25.6
164nch with 3/84nch diameter head spaced
o'c'
3/16-inch head dia. trim nail
8-inch O.C. spaced 364nch o.c.
Max.
One (1) 3/84nchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long
x 0.072 inch dia. x min.
16F 4
164nch
Wood 1.254nch embedment spaced 24- Wood crown staple spaced 164nch
3/16-inch head dia. trim nail
25.6
inch o.c. O.C.
spaced 36-inch o.c.
Max.
Three (3) min. 3/4-inch x 1/4-inch
One (1) min 3/44nch x 1/44nch
One (1) min. 1 3/44nch long
x 0.072-inch dia. x min. 1/4- 27
16F-5
16-inch
Wood crown staples in diamond pattern Wood crown staple spaced 84nch o.c. inch head dia. trip nail 36.1
spaced inch o.cdiamond spaced 484nch o.c.
One (1) 14 ga. 5/8-inch long T nail or One (1) 18 ga. 1/44nch crown x
One (1) min. inch x
ddiamiameterDng16F Max.
Masonry
9 ga., min. 5/8-inch long Stub Nail Wood 1-inch leg staple spaced 4-inch pinch finishingnailwithmin. 3/16- 343.3 16-
inch with 3/84nch diameter head spaced o.c. and securing each panel inch head spaced 84nch
o.c. lap 164nch o.c. One (
1) 18 ga. 1/44nch crown x One (
1) min. 1.75-inch x Max.
Three (3) 18 ga.1/4-inch crown x 1- 14nch leg staple spaced 4 inch 0.
0724nch diameter 16F-
7 164nch
Wood
inch leg staples in diamond pattem Wow o.
c. and securing each panel finishing nail with min. 3/16- t43.3 spaced
16-inch o.c. lap
inch
head spaced 16-
inch o.c. ALC15001.
4 FL12194-R7 Page 5 of 11 This
evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality
assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product
attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for Maximum 16-inch Soffit Span with J-Channel and Fascia Cap
Wall Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
J-Channel
Substrate Panel Attachment Fascia Cap
Attachment Attachment
Three (3) min. 3/44nch x 1/44nch One (1) min. 1 3/44nch
16J 1
Max.
Wood crown staples in diamond pattern Wood One (1) min 3/44nch x 1/4-inch long x 0.072-inch dia. x 23.5
164nch spaced 244nch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4
nail spaced 484nch o.c.
Approved Systems for Maximum 164nch Soffit Span with J-Channel at Wall and Eave
Wall Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
J-Channel
Substrate
J-Channel
Attachment Attachment
Three (3) 18 ga.t/44nch crown x 1-inch leg staples in
diamond pattern spaced 24-inch o.c. securing Three (3) 18 ga.1/4-inch crown x 1-inch leg staples in
16JJ-1
Max.
164nch
Wood J-Channel to joists;
One (1) 18 ga.1/4-inch crown x 14nch leg staples
Wood diamond pattern spaced 84nch o.c. securing 132.7
located in the horizontal leg of the J-Channel spaced
J Channel to fascia
12-inch o.c.
Three (3) 18 ga.1/44nch crown x 14nch leg staples in Three (3) 18 ga.1/4-inch crown x 14nch leg staples in
diamond pattern spaced 24-inch o.c. securing diamond pattern spaced 12-inch o.c. securing
16JJ-2
Max.
Wood J-Channel to joists; Wood
J-Channel to fascia; f43.3
164nch One (1) 18 ga.1/4-inch crown x 14nch leg staples One (1) 18 ga.1/44nch crown x 14nch leg staple securing 33.3
located in the horizontal leg of the J-Channel spaced the nailer of each female lock or spaced 16-inch o.c.
12-inch o.c. securing each panel lap
ALC15001.4 FL12194-R7 6of11
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for Maximum 22.5-inch Soffit Span with J-Channel at Wall and Eave
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width pso
Substrate
J-Channel
Attachment
Panel Attachment Substrate
J-Channel
Attachment
Three (3) 18 ga.1/44nch crown x One (1) 18 ga.1/44nch crown x Three (3) 18 ga.1/4-inch crown
1-inch leg staples in diamond 1-inch leg staple securing the nailer x 1-inch leg staples in diamond
pattern spaced 24-inch o.c. of each female lock or spaced 16- pattern spaced 24-inch o.c.
22 5JJ 1
Max.
Wood securing J-Channel to joists; inch o.c. securing each panel lap Wood securing J-Channel to joists; 42 1
16-inch One (1) 18 ga.1/4-inch crown x One (1) 18 ga.1/44nch crown x
14nch leg staples located in the One (1) min. 1.754nch x 0.072-inch 14nch leg staples located in the
horizontal leg of the J-Channel diameter finishing nail with min. horizontal leg of the J-Channel
spaced 124nch o.c. 3/16-inch head spaced spaced 12-Inch o.c.
44nch o.c.
Approved Systems for Maximum 24-inch Soffit Span with F-Channel and Fascia Cap
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
F-Channel
Attachment
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment
One (1) 18 ga.1/4-inch
Nominal 1x2 crown x 1-inch leg
No.2 SYP
staple spaced
Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4-
One (1) min. 1.754nch x
Max.
inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch
0.072-inch diameter
80
24F-1 124nch
Wood leg staples in 1) min. 2 25-
Wood
leg staple spaced 8- finishing nail with min. 90
diamond pattern inch3/16-inchnchx7dringOne (
1) min. 1.75-inch inch
O.C. head
spaced spaced
16-inch o.c. shank nail x
0.0724nch diameter 124nch o.c. 24-
inch o.c. finishing nail with min. 3/
16-inch head spaced 44nch
o.c. ALC15001.
4 FL12194-R7 7of11 This
evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality
assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product
attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES. LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for Maximum 24-inch Soffit Span with F-Channel and Fascia Cap
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
F-Channel
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 18 ga.1/4-inch
crown x 1-inch leg
Nominal 1x2 staple spaced
One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4-
One (1) min. 1.754nch x
Max. inch x 11 ga. anchored to each panel lap inch crown x 14nch
0.0724nch diameter 80
24F-2
12 inch
Wood smooth shank rafter with one Wood
leg staple spaced 8 finishing nail with min. 76.6
roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch
inch o.c.
3/16-inch head spaced
16-inch o.c. inch ring shank x 0.072-inch diameter 124nch o.c.
nail 24-4nch o.c. finishing nail with min.
3/16-inch head spaced
4-inch o.c.
One (1) 18 ga.1/4-inch
crown x 1-inch leg
One (1) 14 ga. 518- Nominal 1x2 staple spaced
inch long T nail or 9 No.2 SYP 12-inch o.c. securing One (1) 18 ga. 114-
One (1) min. 1.75-inch x
Max. ga., min. 5/84nch anchored to each panel lap inch crown x 1-inch
0.072-inch diameter
80
24F-3
12-inch Masonry long Stub Nail with rafter with one Wood
leg staple spaced 8- finishing nail with min. 76.6
3/8-inch diameter 1) 7d x 2.25- One (1) min. 1.75-inch
inch o.c.
3/16-inch head spaced
head spaced 8-inch inch ring shank x 0.0724nch diameter 124nch o.c.
O.C. nail 244nch o.c. finishing nail with min.
3/164nch head spaced
44nch o.c.
One (1) 18 ga.1/44nch
crown x 14nch leg
Nominal 1x2 staple securing the
No.2 SYP
nailer of each female
Three (3) 18 ga.1/4- anchored to
lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x
Max. inch crown x 1-inch
rafter with one 16-inch o.c. securing inch crown x 1-inch 0.0724nch diameter
80
24FA
164nch
Wood leg staples in 1) min 2 25 each panel lap Wood leg staple spaced 8- finishing nail with min. 60
diamond pattern inch x 7d ring inch o.c. and securing 3/164nch head spaced
spaced 164nch o.c.
shank nail
One (1) min. 1.75-inch each panel lap 164nch o.c.
24-inch o.c.
x 0.072-inch diameter
finishing nail with min.
3/16-inch head spaced
4-inch o.c.
ALC15001.4 FL12194-R7 8of11
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for Maximum 24-inch Soffit Span with F-Channel and Fascia Cap
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
F-Channel
Attachment
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment
One (1) 18 ga.1/4-inch
crown x 1-inch leg
staple securing the
Nominal 1x2 nailer of each female
One (1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75Anch x
inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-inch 0.072Anch diameter
24F-5
16 nch
Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 60
roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced
16-inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c.
nail 24-inch o.c. x 0.0724nch diameter
finishing nail with min.
3/164nch head spaced
44nch o.c.
One (1) 18 ga.1/44nch
crown x 1-inch leg
staple securing the
One (1) 14 ga. 5/8- Nominal 1x2 nailer of each female
inch long T nail or 9 No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.754nch x
Max. ga., min. 5/8-inch anchored to 164nch o.c. securing inch crown x 14nch 0.0724nch diameter
80
24F-6
16-inch Masonry long Stub Nail with rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 60
3/8-inch diameter 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced
head spaced 84nch inch ring shank One (1) min. 1.75-inch each panel lap 164nch o.c.
O.C. nail 24-inch o.c. x 0.0724nch diameter
finishing nail with min.
3/164nch head spaced
4-inch o.c.
ALC15001.4 FL12194-R7 9of11
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for Maximum 24-inch Soffit Span with J-Channel and Fascia Cap
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width psf)
Batten
J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
Nominal 1x2 No.2
SYP scabbed
between rafters with One (1) 18 ga.1/4-
one (1) min. 2.25- inch crown x 1-inch
Nominal 1x2 inch x 7d ring shank leg staple spaced
No.2 SYP Three (3) 18
nail straight -nailed 12-inch o.c.
anchored to ga.1/4-inch crown through the rafter securing each panel One (1) 18 ga. '/.-
One (1) min. 1.75-inch
Max. rafter with one x 1 inch leg
into the end of the lap inch crown x 1 inch
x 0.072-inch diameter
24J-1
124nch 1) min. 2.25- staples in diamond
batten or two (2) Wood
leg staple spaced finishing nail with min. t60
inch x 7d ring pattern spaced 16-
min. 2.25-inch x 7d One (1) min. 1.75-
84nch o.c.
3/16-inch head spaced
shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c.
24-inch o.c. nailed on either side diameter finishing
of the batten at nail with min. 3/16-
each batten/rafter inch head spaced
intersection. Max. 4-inch o.c.
rafter spacing is
24-inch o.c. .
Nominal 1x2 No.2
SYP scabbed One (1) 18 ga.1/4-
between rafters with inch crown x 14nch
one (1) min. 2.25- leg staple securing
Nominal 1x2 inch x 7d ring shank the nailer of each
No.2 SYP Three (3) 18
nail straight -nailed female lock or
One (1) 18 ga. /.-
anchored to ga.1/4-inch crown
through the rafter spaced 16-inch o.c. inch crown x 1-inch One (1) min. 1.75-inch
Max. rafter with one z 1-inch leg into the end of the securing each panel leg acedstaplesp
x 0.072-inch diameter
24J-2
164nch 1) min. 2.25 staples in diamond
batten or two (2) lap Wood
8 nch o.c. and finishing nail with min. 53.3
inch x 7d ring pattern spaced 16-
min. nch x 7d
securing each panel
3116 inch head spaced
shank nail inch o.c. ring shhankank nails toe- One (1) min. 1.75- lap
16-inch o.c.
244nch o.c.
nailed on either side inch x 0.0724nch
of the batten at diameter finishing
each batten/rafter nail with min. 3/16-
intersection. Max. inch head spaced
rafter spacing is 44nch o.c.
24 inch o.c.
ALC 15001.4 FL12194-R7 10 of 11
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for Maximum 24-inch Soffit Span with J-Channel at Wall and Eave
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
J-Channel
Panel Attachment Substrate
J-Channel
Attachment Attachment
Three (3) 18 ga.1/4-inch crown x One (1) 18 ga.1/44nch crown x
14nch leg staples in diamond 1-inch leg staple securing the nailer Three (3) 18 ga.1/4-inch crownpatternspaced244ncho.c. of each female lock or spaced 16-
x 1-inch leg staples in diamond
24JJ 1
Max.
Wood securing J-Channel to joists; inch o.c. securing each panel lap Wood pattern spaced 8-inch o.c. t-43.5
16-inch One (1) 18 ga.114-inch crown x securing1-inch leg staples located in the One (1) min. 1.754nch x 0.0724nch J-Channel to fascia
horizontal leg of the J-Channel diameter finishing nail with min.
spaced 12-inch o.c. 3/16-inch head spaced
4-inch o.c.
Three (3) 18 ga.1/4-inch crown x One (1) 18 ga.1/44nch crown x Three (3) 18 ga.1/4-inch crown
14nch leg staples in diamond 1-inch leg staple securing the nailer x 1-inch leg staples in diamond
npatternspaced24inch o.c.
of each female lock or spaced 16- pattern spaced 124nch o.c.
Max. securing J-Channel joists; inch o.c. securing each panel lap securing J-Channel to fascia: 53.3
24JJ-2
16-inch
Wood
One (1) 18 ga.1/4-inch crown x One (1) min. 1.754nch x 0.0724nch
Wood One (1) 18 ga.1/4-inch crown x
14nch leg staple securing the
14nch leg staples located in the
horizontal leg of the J-Channel diameter finishing nail with min. nailer of each female lock or
spaced 12-inch o.c.
3/16-inch head spaced spaced 164nch o.c. securing
44nch o.c. each panel lap
ALC15001.4 FL12194-R7 11 of 11
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CD E E j ALUMINUM COILS, INC
Z ( Soffits
TECHNICAL SERVICES, LLC
Appendix B
INSTALLATION
Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations
System No. T Installation Detail
10.5JJ-1 &
14.5JJ-1
Diamond Patten
18ga., 114' x 1'
staples 12' o.c. max
18ga., 114- x 1"
staples 24" o.c. max
J-Channel
18ga , 114" x 1'
staples 24" o.c. max
Diamond Patten
drinel
Detail e
189a., 114" x 1'
staples 24" O.C. Max
Diamond" Patten
Detail A
18ga.. 114" x 1'
staples 1 T o.c. max
ALC15001.4 FL12194-R7 Page 1 of 19
This evaluation report is provided for State of Florida product approval under Rule 61G2D-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERviCES, LLC
System No. I Installation Detail
12F-1 &
12F-2
IVIIN. 318" HEAD DIA. NAIL. MIN. 1.25"
EMBENDMENT SPACED 24" O.C. FOR WOOD
SUBSTRATES. MIN. 14GA T-NAIL OR MIN. 9GA,
STUB NAIL WITH 3/8' HEAD DIA.. MIN. 5/8"
EMBEDMENT SPACED 8" O.C. FOR MASONRY
SUBSTRATES.
ASCIA SLIP BOARD
SOFFIT
MAX. 12-INCH SPAN
F" CHANNEL
FASCIA LIP 1/4"
FASCIA TRIM
STAPLE SOFFIT TO
FASCIA BOARD #T50
3/8" X 3/8" STAPLE
16" O.C.
t—PAINTED S.S.
1 3/4" TRIM NAIL
MIN. 5 NAILS PER 12' PIECE
SOFFIT & FASCIA DETAIL
ALUMINUM COILS, INC
Soffits
Appendix B
ALC15001.4 FL12194-R7 Page 2 of 19
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
12F-3
CREEK
TECHNICAL SERVICES, LLC
No. I Installation Detail
3/4" X 1/4-
CROWN STAPLES
USING A DIAMOND
PATTERN I
F' CHANNEL CAN BE
1-3/4" TRIM NAILJ
PAINTED S.S. 48"
INSTALLED WITH THE O.C.
NAILING FLANGE UP OR
DOWN
WOOD
SUBSTRATE
ALUMINUM COILS, INC
Soffits
Appendix B
3/r 1IMCEN ` SOFFIT STAPLE
OPEN RAFTER r sTwts 1
DIAMOND PATTERN
DETAIL
I
I
1
r rvm r
STAPLiS /
FACIA BOARD
CAP
3/4" X 1/4" CROWN
STAPLE '8" ON CENTER
SOFFIT -max. 12-inch span
1-3/4' TRIM NAIL
PAINTED S.S.
SOFFIT
FACW BOARD
FASCIA CAP
3/4- X 1/4-
CROWN STAPLE
SOFFIT & FASCIA
D ETAI L
ALC15001.4 FL12194-R7 Page 3 of 19
This evaluation report is provided for State of Florida product approval under Rule 61G20-3 The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
C
CREEK
TECHNICAL SERVICES, LLC
System No. I Installation Detail
112F-4
14GA T•NAIL OR MIN. 9GA.
NAIL WITH 3/8" HEAD DIA., MIN. 5/3"
DMENT SPACED S" O.C. FOR MASONRY
TRATES.
4SCIA SLIP BOARD
FASCIA TRIM
1-3/4' TRIM NAIL
PAINTED S.S.
SOFFIT
FACIA BOARD
FASCIA CAP
3/4" X 1/4"
CROWN STAPLE
SOFFIT & FASCIA
DETAIL
ALUMINUM COILS, INC
Soffits
Appendix B
ALC15001.4 FL12194-R7 Page 4 of 19
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
System No. I Installation Detail
12J-1
OPEN RAFTER
3/4- X 1/4- CROWN STAPLE -24-
ON CENTER USING A DIAMOND PATTERN
I }
J—CHANNEL 1-3/4- TRIM NAILJ
ccrewed co soffit
with ak8 x PAINTED 1
2-S.
S. 48' nvil! Y.
3/8" head O.C. d:=
eter screw,, 16"
o.C. WOOD
OR BLOCK SUBSTRATE
SOFFIT—
raax. 12-inch span ALUMINUM
COILS, INC Soffits
Appendix
B 31g
3/
4' X 1/4' CROWN STAPLE SOFFIT
STAPLE FACIA
BOARD DIAMOND PATTERN DETAIL
FASCIA
CAP 3/
4" X 1/4- CROWN STAPLE
W ON CENTER 1-3/4' TRIM NAIL FACIA BOARD PAINTED
S.S. FASCIA
CAP 3/
4- X 1/4- CROWN
STAPLE SOFFIT —'
SOFFIT &
FASCIA D
ETAI L ALC15001.
4 FL12194-R7 Page 5 of 19 This
evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any producl changes or quality
assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product
attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
No. I Installation Detail
12JJ-1 &
16JJ-2
18ga.. 1/4' x I"
staples I Y o.c. max
A
18ga.,114" x I'
Y8' staples 24- O.C. max
11
Diamond Patten
ALUMINUM COILS, INC
Soffits
Appendix B
18ga., 114' x 1"
staples 24" o.c. max
Olamond' Patten
Detait 8
staples 12' o.c. max
Diamond Patten
18 ga., 114" x 1"
staples in horzontal
leg otfemale lap
J-Channel
Detail A
ALC15001.4 FL12194-R7 Page 6 of 19
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 3f_ LO:C X 0 072* DIA. TR6,i
NAIL N9TH 3n5' HEAD DIA. ' FASCIA BOARD
SPFCEi. I6' D.0
FASCIA CAP
SOFFIT
1' X i.'_' CROWN STAPLE
OPEN RAFTER ='C.C.
IiARAIL OR Td1YI. ROMIN FASCIA BOARD 9GA
STUD NAIL WriH
T17 HEAD SOFFIT
8 FASCIA 16F-1 E ErSr T 16F-
6 SPACED 7C.C. DETAIL FASCIA
CAP; REFER TO
SOFFIT i FASCIA OETAR
F'
CHANNEL SOFFIT;
MAX. 16' SPAIt
MASONRY
SUBSTRATE
ALC15001.
4 FL12194-R7 Page 7 of 19 This
evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality
assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product
attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffrts
Appendix B
System No. Installation Detail
MIN. 3/8" HEAD DIA. NAIL, MIN. 1.25"
EMBENDMENT SPACED 24" O.C. FOR WOOD
SUBSTRATES. MIN. 14GA T-NAIL OR MIN, 9GA.
STUB NAIL WITH 3/8" HEAD DIA.. MIN. 5/8"
EMBEDMENT SPACED 8" O.C. FOR MASONRY
SUBSTRATES.
FASCIA SLIP BOARD
FASCIA TRIM
SOFFIT
16F-3 &
16F-4 F" CHANNEL
r.roc;, cncrsca
or Block Watt
STAPLE SOFFIT TO
FASCIA BOARD ##T50
3/8" X 3/8" STAPLE
16" O.C.
FASCIA LIP 1/4"
PAINTED S.S.
1 3/4" TRIM NAIL
MIN. 5 NAILS PER 12' PIECE
SOFFIT & FASCIA DETAIL
ALC15001.4 FL12194-R7 Page 8 of 19
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
System No. I Installation Detail
16F-5
3/4' X 1/4"
CROWN STAPLES
USING A DIAMOND
PATTERN I
F" CHANNEL CAN gE •
1-3/4" TRIM NAIL)
PAINTED S.S. 48'
INSTALLED WITH THE O.C.
NAIUNG FLANGE UP OR
DOWN
WOOD
SUBSTRATE
ALUMINUM COILS, INC
Soffits
Appendix B
OPEN RAFTER ; " n'„ `, SOFFIT STAPLE
DIAMOND PATTERN
I D ETA[ L
1 !
srM-LEs i
FACIA BOARD
In
3/4" X 1/4" CROWN
STAPLE '8' ON CENTER
SOFFIT -mar.. 16-inch span
1-3/4' TRIM NAIL
PAINTED S.S.
SOFFIT
FACIA BOARD
FASCIA CAP
3/4" X 1/4"
CROWN STAPLE
SOFFIT & FASCIA
DETAIL
ALC15001 4 FL12194-R7 Page 9 of 19
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
No. I Installation Detail
ALUMINUM COILS, INC
Soffits
Appendix B
I yW LONG XDDT: DID TRIA;
3116' MEAD UTA I1 / r—FASCIA 60AAOrtP1LWmi
FASCIA CAP
1' % I/=• CRCAN STAPLE
CPEn #AFTER 4'0
FASCIA 8009
x ur cao':m
STAFLE ,NSTALLED
16F-2 & a TrEC,•f+olAvoHD SOFFIT & FASCIA
16F-7 DETAIL
s-
FASCIA CAP. REFER
TO SOFFIT f FASCIA
F' CHANNEL-,--- HANNEL
OETAI
IIJ' x I• staples
yg .
SOFFIT; MAX IV
SPAN
MASONRY Diamond P:tIE?n
SUBSTRATE
ALC15001.4 FL12194-R7 Page 10 of 19
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
I System No. J Installation Detail
116J-1
3/4- X 1/4- CROWN STAPLE '24'
ON CENTER USING A DIAMOND PATTERN
WOOD OR BLOCK
SUBSTRATE
ALUMINUM COILS, INC
Soffits
Appendix B
OPEN RAFTER 31r
3 f1—
3/4 X 1/4- CROWN STAPLE
SOFFIT STAPLE
FACIA BOARD DIAMOND PATTERN
DETAIL
FASCIA CAP
3/4" X 1/4- CROWN FACIA BOARD
STAPLE "8" ON CENTER 1-3/4' TRIM NAIL
1-3/4' TRIM NAIL PAINTED S.S.
PAINTED S.S. 48' FASCIA CAP
O.C.
3/4- X 1/4-
CROWN STAPLE
SOFM—max. 16-inch span
SOFFIT
SOFFIT & FASCIA
DETAIL
ALC15001.4 FL12194-R7 Page 11 of 19
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
r
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
189a., 114' x 1"
staples 24" O.C. Max
OPEN acTER Diamond" Patten
18ga114' x 1" s
1 ?' o.c. max sTstaplesX
J-
Channel 3J8'
Detad
B 16JJ-
1 18ga., 114" x 1" 318"
staples 24" o,c. max 18ga., 1!4- x 1' y
staples e' o.c. max Diamond
Paten l
Diamond'
Patten 7
J-Channel Deta8
A ALC15001.
4 FL12194-R7 Page 12 of 19 This
evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality
assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product
attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
System No. I Installation Detail
122.5JJ-1
OPEN R-FTER
18 ga., 114' x 1` staples
16' o.c. max and 1 N4"
Long x .072` Dia. Trim
Nails with 3116' Head 318'
o C. Max
Diamond' Patten
18ga.. 114' x 1'
staples 12' o.c_ max
18ga., 114' x 1 `
staples 24` o.c. max
J-Channel
ALUMINUM COILS, INC
Soffits
Appendix B
18ga., 114` x 1'
staples 24' o.c. max
Diamond- Patlen
Mall B
1 ega., 114` x 1'
staples 24` Pact max
Diamond Patten
18ga., 114' x 1`
staples 12' o.c. max
Deteil n,
5
ALC15001.4 FL12194-R7 Page 13 of 19
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES. LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
I TRIM NAIL FASCIA BOARD
r-- PAIRTED S.S.
1%1 CROWN FASCIA CAP
STAPLES SOFFR
USING A DIAMOND
PATTERN: REFER TO CROWN STAPLE
SOFFIT STAPLE
OIAMND PATTERN
DETAIL
I TRIM NAIL FASCIA BOARD
PAINTED S.S.
SOFFIT 8 FASCIA
DETAIL
24F-1 & i
24F-4 1-4" CROWN STAPLE
FASCIA CAP: REFER
TO SOFFIT L FASCIA \
DETAIL /
H
Nmclnal STP
Batten Anchored to SOFFIT: MAX. 24'
F-CHANNEL Ratters vithtn am id
Ring Shank Nail at
M000 SUBSTRATE
every Railer
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001.4 FL12194-R7 Page 14 of 19
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 t' TRW NAILLFASCIA BOARD PAINTED
S.S. 1-
j' SMOOTH SHANK FASCIA CAP ROOF
NAILS SOFFIT I'
vj' CROWN STAPLE i
I
I
f" TRIM NAIL FASCIA BOARD PAINTED
S.S. SOFFIT &
FASCIA 24F-
2 & DETAIL STAPLEFASCIA
24
F-5 CAP.
REFER TO
SOFFIT L FASCJA DETAIL
Ne"
inal raj- SYPBatlen F-
CHANNEL MrhoredtoFFIT,
MAX. Rafters
vilh one 7d Ring
Shank Nail at every
Ratter MOOD
SUBSTRATE ALC15001.
4 FL12194-R7 Page 15 of 19 This
evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality
assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product
attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
soffits
Appendix B
System No. Installation Detail
1 t" TRIM NAIL FASCIA BOARD
PAINTED S.S.
ILGA " T-NAILS
I
FASCIA UP
SOFFlT
1-.4- CROWN STAPLE
1 l- TRIM NAIL FASIA BOARD
PAINTED S.S. I SOFFIT & FASCIA
DETAIL
24F-3 &
24F-6 1"r1' (RONN STAPLE
ASCU UP; REFER
TO SOFFIT i FASCIA
DETA0.
Nacoinat r'aY SYP
Batten Anchored to SOFFIT; MAX. 24'
F-CHANNEL Rafters vith one Till
Ring Shank Nag at
every Rafter
MASONRY
ALC15001.4 FL12194-R7 Page 16 of 19
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 = TRIM dA1L FASCIA BOARD
PAINTED S.S.
1'.J' CROWN FASCIA CAP
STAPLES
SOFFITUSINGADIAMOND
PATTERN; REFER i0
CANTILEVERED 1's1' CROWN STAPLE
SOFFIT STAPLE
DIAMOND PATTERN
RAFTER
DETAIL
FASCIA BOARD
T 'TRIM NAIL
SOFFIT 8 FASCIA
PAlNrro S.S. DETAIL
24J-1 & Tkr' CROWN STAPLE
24J-2 _ FASCIA CAP, REFER \
TO Sorra i FASCIA /
DETAIL / \
No 11' a Z' SYP battens 8
secured lxnvecn
1) 7d
and SOFFIT; MAX. 24' 3/8
1 HANNEI saured++staigth l-n g ringstunknailslretgM•nalled
Inrthe b Ino mr t lnlo 7d cntl
WOOD SUBSTRATE rd thetenon
g
twro na7d \ / rirg stunk nails loe•na7ed on
e:tner Side Of the ralt&M 21 the
batlenlratter intersection /
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001.4 FL12194-R7 Page 17 of 19
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
18g3., 114' x 1'
staples 24' o.c. max
OPEN wsTER /r 'Diamono'Patten
24JJ-1
i
18 lcia., 114" x 1" staples
1l;" o.c. max and i 314'
Long x .U72' D1a. Tnrm
N;4s with 3116" Head
o.c max
318"
A
Diamond Patten
18ga., 114" x 1"
staples 1?' ox, max
2n m
Detad 8
18ga.. 114" x I"
staples 24" O.C. max 18ga., i14" x 1"
staples 8' o.c. max
d` N
I
J•Channel `
DaaB A
ALC15001.4 FL12194-R7 Page 18 of 19
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluafion report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
18ga., 114" x i'
OPEN RAFTER
staples 24' o.c. max
Diamond" Patten
18ga., 114' x 1"
OIST staples 12" o.c. max
B / A
18 ga, 1/4 x 1 staples
16" o.c. max and 1 3t4'
Long x .072" Dla. Trim J-Channel
Nails wilh 3116" Hear] 4" W
o.c. max
Detail B
24JJ-2 1 Bga., 1!4" x 1" 18ga., 114' x 1'
9l8- staples 24" o.c. max staples IT o.c. max
Diamond' Patten
i
Diamond' Patten
18 ga.. 114' x 1'
staples in hortontal
leg of female lap
J-Channel
Detail A
ALC15001.4 FL12194-R7 Page 19 of 19
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES. LLC
DESIGN WIND LOADS
ALUMINUM COILS, INC
soffits
Appendix C
The following tables provide design wind loads for components and cladding in accordance with Section 1609 of the FBC and ASCE 7-10 under the following
provisions:
1 Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC
2. Exposure B, C, and D shall be as defined in section 1609 of the FBC.
3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft.
4. All calculations are based on an effective wind area of 10-ft2 or less.
5. Topographic factors such as escarpments or hills have been excluded from the analysis.
6. Wind directionality factor, Kd = 0.85
7. V.1t is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1609.1.3 of the FBC.
8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional.
9. Zones 4 and 5 shall be defined as shown below. Dimension 'a' shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is
smaller, but not less than either 4% of the least horizontal dimension or 3-ft.
ALC15001.4 FL12194-R7 Page 1 of 4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix C
Design Wind Pressures for Soffits in Exposure B
Building
Type
Zone
Mean
HeRototfft
Basic Wind Speed mph)
120 130 140 150 160 170 180 190 200
20 16.9 19.8 22.9 26.3 30 0 33.8 37.9 42.2 46.8
25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8
4
30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8
40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8
50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1
Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8
Negative
20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8
Loads)
5
25 1 -20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8
30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8
40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7
50 24.1 28.2 32.8 37.6 42.8 48.3 1 -54.1 60.3 66.8
60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 663.3 70.1
20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
Enclosed
4
40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5
50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7
60 13.1 15.4 17.8 205 23.3 26.3 29.5 32.9 36.4
Positive
Loads)
20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
5
40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5
50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7
60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4
ALC15001.4 FL12194-R7 Page 2 of 4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix C
Design Wind Pressures for Soffits in Exposure C
Building
Type
Zone
Mean
HeR htfft
Basic Wind Speed mph)
120 130 140 150 160 170 180 190 200
Enclosed
4
20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2
25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8
30 23.6 27 7 32.1 36.9 41.9 47.3 53.1 59.1 65.5
40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5
50 26.2 30.8 35.7 A 1.0 46.6 52.6 59.0 65.8 72.9
60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5
Negative
20 26.7 31.4 36.4 A1.8 A7.5 53.7 60.2 67.0 74.3
Loads)
5
25 27.9 32.8 38.0 43.6 A9.6 56.0 62.8 70.0 77.6
30 29.1 34.2 39.6 A5.5 51.8 58.4 65.5 73.0 80.9
40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8
50 32.4 38.0 A4.1 50.6 57.6 65.0 72.9 81.2 89.9
60 33.6 39.4 A5.7 52.5 59.7 67 4 75.5 84.2 93.2
20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5
4
25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3
30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0
40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5
Enclosed
50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7
60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4
Positive
Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5
25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3
5
30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0
4 1 16.0 18.8 21.8 25.1 1 28.5 32.2 1 36.1 40.2 44.5
50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7
60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 1 43.7 48.4
ALC15001.4 FL12194-R7 Page 3 of 4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix C
Design Wind Pressures for Soffits in Exposure D
Building
Type
Zone
Mean
HeRoof
Basic Wind Speed mph)
120 130 140 150 160 170 180 190 200
20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2
4
25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9
27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5
29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6
30.6 35.9 41.6 A7.8 54.3 61.3 68.8 76.6 84.9
Enclosed 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87 6
Negative
Loads) 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1
5
33.3 39.1 45.3 52.0 59.2 66.8 74 9 83.4 92.4J4034.5 40.4 46.9 53.8 ' 61.3 69.2 77.5 86.4 95.7
36.2 42.5 49.3 56.6 644 72.7 81.5 909 100.7
37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8
38.9 A5.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1
16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3
17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0
30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7
4
40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2
50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4
Enclosed 60 20.2 23 7 27.5 31.6 35.9 40.5 45.4 50.6 56.1
Positive
Loads)
5
20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3
25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0
30 17.9 210 24.3 27.9 31.8 35.9 40.2 44.8 49.7
40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2
50 19.6 23.0 26.7 30.6 348 39.3 44.1 49.1 54A
60 20.2 1 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1
ALC15001.4 FL12194-R7 4of4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES. LLC
3/8" F-Channel
3/8" —L
3/8" J-Channel
I— 3/4" —
1/B" HEM
T7
3/4"
it—VToir vav
ISOMETRIC VIEW
3/8- PROFILE
ALUMINUM COILS, INC
Soffits
Appendix D
ALC15001.4 FL12194-R7 Page 1 of 4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
Fascia
CREEK
TECHNICAL SERVICES, LLC
5 3/4"
7/8"
1/8" HEM
6"FASCIA
3" BLANK
F
1/4"
ISOMETRIC VIEW
ALUMINUM COILS, INC
Soffits
Appendix D
ALC15001 4 FL12194-R7 Page 2 of 4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3 The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
16" Q4 Soffit
18' BLANK
3 / 8 PROFlLE
2 175' RE-
2 ST TVA
ALUMINUM COILS, INC
Soffits
Appendix D
ALC15001.4 FL12194-R7 Page 3 of 4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
12" T4 Soffit
ALUMINUM COILS, INC
Soffits
Appendix D
31/8" 7/8" 31/8" 7/8" 31/8"
5/16"
1/2" 1/2" 1/1" 1/2" 1/2"
13.75" BLANK
3/8" PROFILE
C.F
END OF REPORT
ALC15001.4 FL12194-R7 Page 4 of 4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
Florida Building Code Online littps://www.floridabuilding.org/pr/pr_app_dtl.aspx`7param=wGEVX ..
1
r '
Regulation,Business &-Professional
rA
SCIS Horne I log In I User Registration I Hot Topics Submit Surcharge Stats !! Facts t Publcatbns I FBC Staff i acts Site Map i Links Search
F ritla
dr Product Approval USER,
Public User I r
rrrr: P1PdUGt-
8p0roval MCOu > PrpduC(9jAgg_ L$Z > 9RRPCBIS7RI,!iS > APppcation Detaa FL #
FL7006-RIO Application
Type Revision Code
Version 2017 Application
Status Approved Approved
by DBPR. Approvals by DBPR shall be reviewed and ratified by
the POC and/or the Commission if necessary. Comments
Archived
Product
Manufacturer Address/
Phone/Email Authorized
Signature Technical
Representative Address/
Phone/Email Quality
Assurance Representative Address/
Phone/Email Category
Subcategory
Compliance
Method Certification
Agency Validated
By Referenced
Standard and Year (of Standard) IKO
Industries, Ltd 40
Hansen Road South Brampton,
NON -US L6W 3H4 706)
496-2800 Ext 200 rmetzOO1@tampabay.
rr.com Robert
Metz rmetzOO1@tampabay.
rr.com Bob
Metz REMCO
of Pinellas 456
Avila Circle NE Saint
Petersburg, FL 33703 727)
776-5261 rmetzOOI@tampabay.
rr.com Don
Shaw IKO
Industries LTD 120
Hay Rd. Wilmington,
DE 19808 717)
579-6706 don.
shaw@iko.com Roofing
Asphalt
Shingles Certification
Mark or Listing FM
Approvals - CER Locke
Bowden P.E. Validation
Checklist - Hardcopy Received Standard
ASTM
D3161 modified to 110 mph ASTM
D3462 ASTM
D7158 Class H ASTM
E108 Year
2016
2010
2011
2011
I
of 3 1
4/
132018, 7:41 AM
Fibrida Building Code Online littps://www.floridabu ilding.org/pr/pr_app_dtl.aspx?paranl=wGEVX...
Equivalence of Product Standards
Certified By
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
FL !t Model, Number or Name
7006.1 Cambridge, Cambridge HD,
Blltmore and Blltmore HD
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
Method 1 Option A
10/08/2017
10/30/2017
11/01/2017
Description
Laminated architectural fiberglass asphalt shingle —
manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.;
Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants
Certification Agency Certificate
f-L7006 RtOCCgtLLetter - ASTF1 Q3_¢_le tgr - 9-
26-2017)from FM.pdf FL7006
910 C CAC LettSf=.ASTM D3462 letter 9-
26-201_Z)spdf fj.
7QQ6 R10_9 Letter - ASTM Ej08 letter - 9_
Z6_?Q17%P-df Quality
Assurance Contract Expiration Date 12/
31/2020 Installation
Instructions f_
Lj006 R10 I1 IKQ-1 7-02 Ol LeISGr_ _Installatilor] Instruc
I ns for FBC FL7006,pjf Verified
By: Duc T Nguyen 65034 Created
by Independent Third Party: No Evaluation
Reports Created
by Independent Third Party: 7006.
2 I Hip and Ridge 12 Cap This is a 12" x 12" fiberglass asphalt shingle used to cover the
hip and/or ridge of an asphalt shingle roof system manufactured
at IKO's Kankakee, 1L, Toronto, Ont. and Brampton,
Ontario plants. Limits
of Use Approved
for use in HVHZ: Yes Approved
for use outside HVHZ: Yes Impact
Resistant: N/A Design
Pressure: N/A Other:
7006.
3 Leading Edge Plus Asphalt Shingle Starter
Strip Limits
of Use Approved
for use in HVHZ: Yes Approved
for use outside HVHZ: Yes Impact
Resistant: N/A Design
Pressure: N/A Certification
Agency Certificate F47--
006 RIO C CAI~_t$T_M_ 3A67=Shingle letter Surveillance
Audit LocatLgn - (6-28-2017),pslf f_
L7006_RIO C CAC LetterrA5_1m_D3.1fL1_lettef_ 9
26 201_Z) from FM.)df FL7006
RSO—C CAC LettSC- ASTM D3462 letter - jZr--
Z4l7).Pjff EL,
7006 RIO C CAC LetCer - ASTM E108 letter _ 9=,
6_2017),i?df Quality
Assurance Contract Expiration Date 12/
31/2020 Installation
Instructions FL7006
RIO If Hlo and Ridge Cap Shingle Installation D_
q(rvr.tiu. _a,Pff FL7006
R1 II 1K0-187-02 01 Letter_- lnstallatiQr) 1nstEvctloa
for FBC FL7Q06.Rdf Verified
By: Duc T Nguyen PE 65034 Created
by Independent Third Party: No Evaluation
Reports Created
by Independent Third Party: One
piece fiberglass asphalt shingle used as a starter strip at the
bottom of a roof system manufactured in Brampton and Hawkesbury,
Ontario plants Certification
Agency Certificate EL7_
06 RIO C CAC Letter_A$TM D3161 letter - 19-
26-2017) from FM.pdf FL7006
RIO C QC Letter - ASTM 03462 letter_ 236-
20j:Z),P9 2
of 3 4/13/2018, 7:41 AM
Florida Building Code Online https://www.floridabuilding.org/p1/pr—app_dtl.aspx?param=wGEVX...
Other:
17006.4 Marathon Plus AR, Superglass Plus
AR
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
FL7006 R10 CGAC IetLe - ASTM F,10B_1elter -
9-26 2017 ,p I
Quality Assurance Contract Expiration Date
1 12/31/2020
j Installation Instructions
FL7006 R10 11 WK=187-02-01 Letter - Installa cLr.1
Instructions fOr FBC FL7006. dfdf
FL7006 R10 11 RoofinD-Products-Leading-Edge-Plus
Application-EN(1),pdf
I Verified By: Duc T Nguyen PE 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party: — --
3 tab fiberglass asphalt shingle manufactured at IKO's
Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.;
Sylacauga, AL and Kanakakee, IL plants
Certification Agency Certificate
FI 7006 R10 C CAC Letter - A5j0 D3161 letter -
9_26_20.12) from FM.pdf
FL7006 R10 C CAC (ettQr;ASTM D346ZIetter -
9-26-201Z), pd f
FL7006 R10 tz (A!--_LetSer -ASTM E308 letter -
9-z4_2oiZ).pdf
Quality Assurance Contract Expiration Date
12/20/2020
Installation Instructions
FL700fLR10 1! IKO 187-02 01 Lett r_)Ctst4—loon
Instructions for FBC FL700r j
Verified By: Duc T Nguyen 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
S n a :: 2601 Blair Stone Road, Talatlassee FF _7 22 Phone: 850-487-1824
The Stale of Fiorkia Is an AAIEEO empioyer CMLlght 2007.2013 State of Florida.: • rivacv Statemen :: AccesslblKy Statement :: gOfyny[atgmgnt
Under Fbdda taw, email addresses arc public records. If you do not went your a -mad address released in response to a publk-records request, do riot send electronic
mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section
455.275(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an emal address of they have
one. The emails provided may be used for official communication with the ranee. However email addresses are public record. If you do not wish to supply a
personal address, please provide the Department with an emal address which can be made avallable to the public. To determine if you are a licensee under Chapter
455, F.S.• please cock here -.
Product Approval Accepts:
Credit Card
Safe
3 of 3 4/ 13/2018, 7:41 AM
CONSTRUCTION MATERIALS
TECHNOLOGIES
October 27, 2017
IKO Industries, Ltd
120 Hay Rd.
Wilmington, DE 19809
Re: FBC FL7006
Sir(s),
PRI Construction Materials Technologies has completed a technical review and attached sealed shingle
instructions in compliance the 2017 Florida Building Code.
This review was completed based on the receipt of following evidence from IKO Industries, Ltd:
1) IKO Shingle Application Instructions — 3-Tab Shingles
EN-3Tab_Appins_8AGXEFS-2012-11_reformatted 2013-02-rev07/13-Florida)
2) IKO Laminated Shingles Application Instructions
EN-Laminated_Appins_STTEFS-2012-04_reformatted 2013-02-rev07/13-Florida)
3) IKO Hip and Ridge 12 Application Instructions
EN-Hipand Ridge 12_3HRTri-2013-08_reformatted 2013-08)
4) IKO Leading Edge Plus Shingle Application Instructions
EN-3LEP-Tri-2012-06_reformatted 2013-03)
5) ASTM D3161 Test Report (FM Approvals Project No. 3040947)
The attached instructions should be used in conjunction with the published manufacturer's application
instructions and applicable code. In the event the instructions conflict, these instructions shall govern.
Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not
have nor plan to acquire a financial interest in any company manufacturing or distributing products for which
the test reports are issued.
Signed: /v /1. i ./ c Signed:
Brad Grzybo ski Duc T. u e
Managing Director Florida Regl9tere Professional Engineer
P.E. Number: 66034
Date: October 27, 2017 Date: October 27, 2017
Attachments: A) IKO Shingle Application Instructions - 3-Tab
B) IKO Laminated Shingles Application Instructions
C) IKO Hip and Ridge 12 Application Instructions
D) IKO Leading Edge Plus Application Instructions
IKO-187-02-01
PRI Constmction Matefts Technobgies, L-C. 6412 Badger Drive Tampa, FL 33610 Tot 813-621.5777 Fax: 813-621-5840 e-mall: matedalstesling@prfcmt.com WebSlte: hl1p:IMnvw.pdcm1.aom
i
IKO
Installation Instructions for
Asphalt Shingles
Page 2 of 5
IKO Shingle Application Instructions — 3-Tab Shingles
ASTM D3161, Class F — IKO Marathon 26 AR and CRC Superglass M26AR)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC.
UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is
less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code
requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping
each preceding course by 19" or other Approved underlayments in accordance with the qualified application
instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of
underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top
of any underlay along rake edges and directly to the deck along eaves in accordance with building code
requirements.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long
enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt
edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is
flush with, but not cutting into shingle surface.
NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (600) or more, use 6 nails per shingle placed
as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each
shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt
plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle.
Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles
should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the
heat of direct sunlight.
EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8".
STEEP SLOPES
SEALING STRIP • • • i • — i
i
C-14176118-
tt-
NAILS NAILS
DO NOT NAIL INTO OR ABOVE THE SEALING STRIP
PRI Conslmctlon Materials Technologies, L.LC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: matenalslesOng@pdcmLcom WebSlte: hltp:1Avww,pdcmt.com
IKO
Installation Instructions for
Asphalt Shingles
Page 3 of 5
IKO Laminated Shingles Application Instructions
ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC.
UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is
less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code
requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping
each preceding course by 19" or other Approved underlayments in accordance with the qualified application
instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of
underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top
of any underlay along rake edges and directly to the deck along eaves in accordance with building code
requirements.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long
enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8"
below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with,
but not cutting into shingle surface.
NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed
as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each
shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt
plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle.
Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles
should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the
heat of direct sunlight.
EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8".
NAILING -STEEP SLOPES APPLICATION
Use six nails as shown.
f
7 V8'
NAIL LINE
6 3!8't
1
NAILS
PROPER APPLICATION REOUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE
PRI ConsUudlon Materials Tedlrologles. U.C. 6412 Badger Drive Tampa, FL 33610 Tel: 813.621-M7 Fax: 813.621.5840 a mai: materialstesting&rkmtcom WebSlte: http:llwxnv.prtcmtcom
IKO
Installation Instructions for
Asphalt Shingles
Page 4 of 5
IKO Hip and Ridge 12 Application Instructions
ASTM D3161, Class F — IKO Hip and Ridge 12)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
Cut hip and ridge shingles into thirds, using the perforation marks as a cutting guide. These shingles are
designed for a 5 1/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has
been factory trimmed on a 1" (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5
5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm).
Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge
pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end
opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional
effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2
pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see
diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be
covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for
easier bending.
NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEYARE DESIGNED FOR USEAS HIP AND RIDGE
SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO
RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO
PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER
VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW
ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR
TO APPLYING THESE SHINGLES -USING THESE APPLICATION INSTRUCTIONS.
mm,
1APEA CUT
PF0 Construction Materials Technologies, U.C. 6412 Badger Drive Tampa, FL 33610 Tel, 813.621.5777 Fax: 813.621-5840 a -mall: matedalstesVrg@pdcmt.com WebSite: http'JAw v.prlcmLcom
IKO
Installation Instructions for
Asphalt Shingles
Page 5 of 5
IKO Leading Edge Plus Application Instructions
ASTM D3161, Class F — IKO Leading Edge Plus)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required
2. Each 39 3/8" x 13 1/4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for
separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to
separate.
3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately
20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the
factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves
by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75
mm to 100 mm) from the eave edge and 1" (25 mm) in from each end.
4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge
with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang
the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners
located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end.
5. Repeat Steps 3 — 4 for the right lower corner of the roof deck.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least
3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20
mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from
the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end.
6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install
the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles
should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to
the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle.
7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first
course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way,
the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and
help keep them from lifting in high winds.
PRI Construction Materials Technologies, U.C. 6412 Radger Drive Tampa, Fl. 33610 Tel: 813-621.5777 Fax: 813-621-5840 e-mail. materialstesti g@pricmLcom WebSite: httpJlvnvw.pdcmlcorn
Florida Building Code Online https://www.floridabuilding.org/pr/pi app_dtl.aspx?parain=wGEVXill
ProfessionalBusiness &
rrr re taa
BCIS Home 1 Log In I User Registration I Hot Topics Submit Surcharge I Suits a Facts I Publiatbre I FBC Stag I acts Ste Map tanks I Search I
FI rida
Product Approval
S USER: PubOc Userdis1Pv; odvCt_
9pdiovai.Menu > PIpdUCt or A_ptLaCatfon Search > BDQkaUon-Wt > AppOcation Detail FL #
FL2346-R7 Application
Type Revision Code
Version 2017 Application
Status Approved Comments
Archived
Product
Manufacturer Warrior Roofing Manufacturing Address/
Phone/Email 3050 Warrior Road Tuscaloosa,
AL 35404 205)
553-1734 Ext 115 Steven@WarriorRooflng.
net Authorized
Signature Steven Crew Steven@WarriorRoofing.
net Technical
Representative Steven Crew Address/
Phone/Email 3050 Warrior Road Tuscaloosa,
AL 35404 205)
553-1734 Ext 1024 Steven@WarriorRoofing.
net Quality
Assurance Representative Steven Crew Address/
Phone/Email 3050 Warrior Road Tuscaloosa,
AL 35404 205)
553-1734 Ext 1024 Steven@WarriorRoofing.
net Category
Roofing Subcategory
Underlayments Compliance
Method Test Report Testing
Lab PRI Construction Materials Technologies, LLC Quality
Assurance Entity Keystone Certifications, Inc. Quality
Assurance Contract Expiration Date 10/05/2021 Validated
By Jesus Gonzalez, P.E. Validation
Checklist - Hardcopy Received Certificate
of Independence FL2344- R7—C_0_1 RL_CM.T_Cert of Indgpenc nge,p( Referenced
Standard and Year (of Standard) Standard Year ASTM
D226 2009 ASTM
D4869 2016 Equivalence
of Product Standards Certified
By Approved Testing Lab FL2346
R7 Eouiv FRC20]LSta dar_ FqujXplencypdI I
of 2 4/13/2018, 7:44 AM
1 lorida Building Code Online Ittips://www.floridabuild ing.org/pr/pr—app_dtl.aspx'Iparam=wGGVX...
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Method 1 Option B
01/17/2018
01/17/2018
01/17/2018
04/10/2018
Summary of Products _
FL # —I Model, Number or Name
2346.1 I #15 and #30 roofing felt
Limits of Use —
Approved for use In HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
i Other: Primary roof covering should be Installed
Immediately after felt. Roofing felt is not intended to be an
unprotected weathering surface.
2346.2 115w and 30w roofing felt
I Limits of Use
Approved for use In HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other: Primary roof covering should be installed
immediately after felt. Roofing felt Is not Intended to be an
unprotected weathering surface.
Description--'_--- - -_ —_ ---^
ASTM D 226 Tested
Installation Instructions - —
FL2346 R7 11 lnstaltatloningrvctions,pdIF
Verified By: PRI Construction Materials Technologies, LI-C
Test Reports
FL23 I6 R7 TR 15A Test Reoort.gdf
FL2346 R7 TR 30A Test Report.pdf
ASTM D 4869 Tested - - - -
Installation Instructions
FL2 34 6_R7_I I Ins allatlon I n 5tructlons. pdf Verified
By: PRI Construction Materials Technologies, LLC Test
Reports FL2346
R7 TR 15w Test Reeort.pdf FL2346
R7 TR 30w Test Regort.pdf C.
oatactlls :: 2601-Belr Stone-BoAd TdAahassee FL 32399 PhoMe .esn_-jaz_tau The
State of Florida Is an AA/EEO employer. C_Qavdaht 2007.2013 Stat"t.Elonda.:: Privacy Statement :: AtresSlhlLb-Statement :: R f and 5ta ertnt Under Florida
low, email addresses are pubic records. If you do not want your a -mall address released In response to a public -records request, do not send electronic mall to
this entity. instead, contact the office by phone or by traditional mail 0 you have arty questions, please contact 850.487.1395. 'Pursuant to Section 455.275(
1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S must provide the Department with an emal address IF they have one. The
emails provided may be used for official communication with the licensee. however email addresses are pubic record. If you do not wish to supply a personal address,
please provide the Department with an email address which can be made available to the pubic. To determine If you are a licensee under Chapter 455, F.
S., please click hg=. Product Approval
Accepts: FOR LKIRIJ
Credit Card
Safe 2
of
2 4/13/2018, 7:44 AM
Za
WARRIOR® ROOFING MANUFACTURING
off P. O. BOX 40165 • TUSCALOOSA, AL 35404 • PHONE (205) 553-1734 • FAX (205) 553-1755
193 LEROY ANDERSON ROAD • MONROE. GA 30655 • PHONE (770) 207.0695 • FAX (770) 207-0775
323 DEVELOPMENT AVENUE • CHAMBERSBURG, PA 17201 • PHONE (717) 709-0323 • FAX (711) 709-0027
Roofing Felt Installation Recommendations
Be aware that roofing felt should not be walked upon prior to fastening into position.
Proper safety equipment is recommended for all installations. Also, the roof decking
should be clear of debris and moisture prior to installation of the roofing felt.
Roofing felt should be installed from the bottom of the roof in horizontal layers to
increase the water shedding ability of the felt. The initial layer of felt should be installed
to cover the bottom edge of the decking, from edge to edge. Overhang is not required.
Anchor the top comer of the felt after it has been properly positioned and roll the felt out
across the roof. Pay careful attention to roll the felt out smoothly, avoiding wrinkles as
you move across the roof. The top edge of the felt should be fastened no less than every
eight inches. The middle and bottom edge should also be fastened no less than every
eight inches. Fasteners should be applied no less than every eight inches along the eaves.
The next'course of felt should also be aligned with the roof edge and should overlap the
previous course two inches (sometimes referred to as head lap). In the event you get to
the end of a roll prior to getting to the opposite edge of the roof, begin a new roll with a
four inch overlap over the end of the prior roll (sometimes referred to as end lap). The
same fastening pattern used on the middle and bottom of the initial course should be used
for each subsequent course. For the top of each subsequent course, fasten intermittently
to hold the top edge in place until the next course is applied. The fasteners in the bottom
of the next course will hold the top of the previous course securely.
Continue up the roof in this manner. Be sure to firmly fasten the top of the final course if
it terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and
secure then begin at the bottom of the other side of the ridge and repeat the process.
In valleys, lay a vertical section of roofing felt the length of the valley prior to the
installation of the horizontal runs of roofing felt. If you use more than one section of
roofing felt in a valley, be certain to start at the bottom and overlap each subsequent
length a minimum of two inches as you move up the valley to exo ezzv cater
shedding. Y =
ti
W.
In the event some wrinkles are created while fastening down a course of fdlt, slice the
wrinkles and fasten them flat to the deck. Then seal the cuts with waterproofing cement.
Installation of the primary roof covering (ex. Shingles) is recommended immediately
after felt installation.
NOTE: LOCAL BUILDING CODES MAY REQUIRE A DIFFERENT FASTENING
PATTERN AND/OR SPECIFIC FASTENER TYPES THAN RECOMMENDED BY
THESE INSTRUCTIONS. PLEASE CONTACT YOUR LOCAL BUILDING CODE
ADMINISTRATOR FOR THE EXISTENCE OF REGIONALLY SPECIFIC
FASTENING REQUIREMENTS.
2/ Revision
Response to Comments
s
Permit #
Project Address:
Contact:
Ph:
Email:
Trades a compassed in revision:
Building
Plumbing
Electrical
Mechanical
Life Safety
Waste Water
Department
Utilities
Waste Water
Planning
Engineering
Fire Prevention
City of Sanford
Building & Fire Prevention Division
Ph: 407.688.5150 Fax: 407.688.5152
JUL Email: building@sanfordfl.gov
Submittal Date -;?" Z6Xr
Fax:
CONTACT
Daphne Clark
407-257-6940
Caphnp®Pe rmltspermitsPermlts.com
General description of revision:
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ROUTING INFORMATION
Approvals
0 Building -s '1. 31- l $
RECORD COPY
FORM R405-2017
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: Lot 243 Wellington C RHG FlexwDoor OpIvbih - N Builder Name: Park Square Homes
Street: 2649 Green Swallow Way Permit Office: City of Sanford
City, State, Zip: Sanford , FL , Permit Number: I$-Z259
Owner: Park Square Homes Jurisdiction: 691500 n/V,,z. Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2)
1. New construction or existing New (From Plans) 9. Wall Types (3291.7 sgft.) Insulation rwe
2. Single family or multiple family Single-family
a. Frame - Wood, Exterior R=11.0 1593.00 fie
b. Concrete Block - Int Insul, Exterior R=4.1 1292.70 ft2
3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 406.00 ft2
4. Number of Bedrooms 5 d. N/A R= ft2
10. Ceiling Types (1917.0 sqft.) Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1917.00 ft2
6. Conditioned floor area above grade (ft2) 3075 b. N/A R= ft2
Conditioned floor area below grade (ft2) 0
c. N/A R= ft2
11. Ducts R ft2
7. Windows(282.0 sqft.) Description Area a. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 615
a. U-Factor: Dbl, U=0.55 193.22 ft2
SHGC: SHGC=0.22
b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency
SHGC: SHGC=0.25
a. Central Unit 47.0 SEER:16.00
c. U-Factor: Dbl, U=0.54 24.78 ft2
SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency
d. U-Factor: N/A ft2 a. Electric Heat Pump 45.5 HSPF:9.00
SHGC:
Area Weighted Average Overhang Depth: 3.311 ft.
Area Weighted Average SHGC: 0.229 14. Hot water systems
a. Electric Cap: 50 gallonsEF: 8. Floor Types (3075.0 sgft.) Insulation Area
0.900
a. Slab -On -Grade Edge Insulation R=0.0 1367.00 ft2 b. Conservation features
b. Floor Over Other Space R=0.0 1158.00 ft2 None
c. other (see details) R= 550.00 ft2 15. Credits Pstat
Glass/Floor Area: 0.092
Total Proposed Modified Loads: 77.70 PASSTotalBaselineLoads: 85.31
1 hereby certify that the plans and specifications covered by Review of the plans and tHE SN,
this calculation are in compliance with the Florida Energy specifications covered by this v = r
Digitally signed by RafaelCode. Rafael calculation indicates compliance
4P
y ,,, ''-Vft
Izqule,do
Iz uierdo Date: 201805091535:30 Q with the
Florida
Energy Code. 00 PREPARED BY:
Beforeconstructionis completed DATE: this building
will be inspected for compliance with Section
553.908 O y I
hereby certify
that this building, as designe in compliance Florida Statutes. with the Florida
Energy Code. DD W6 OWNER/ T• BUILDING
OFFICIAL: DATE: DATE: Compliance/
requires certification
by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed
in accordance with R403.3.2.1. Compliance requires an
Alr'Barrier and Insulation Inspection Checklist In accordance with R402.4.1.1 and this project requires an envelope leakage test
report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). Compliance with a
proposed duct leakage on requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested In accordance
with ANSI/RESNET/ICC 380, Is not greater than 0.030 On for whole house. 5/9/2018
3:33 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Com a e 141 of 5
FORM R405-2017
PROJECT
R
Title: Lot 243 Wellington C RHG FI Bedrooms: 5
t
Address Type: Street Address
Building Type: User Conditioned Area: 3075 Lot # 243
Owner Name: Park Square Homes Total Stories: 2 Block/Subdivision: WP
of Units: 1 Worst Case: No PlatBook:
Builder Name: Park Square Homes Rotate Angle: 0 Street: 2649 Green Swallow W
Permit Office: City of Sanford Cross Ventilation: No County: Seminole
Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Sanford ,
Family Type: Single-family FL ,
New/Existing: New (From Plans)
Comment:
CLIMATE
Design Temp Int Design Temp Heating Design Daily Temp
Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range
FL, Orlando FL_ORLANDO_INTL_AR 41 91 70 75 526 44 Medium
BLOCKS
Number Name Area Volume
1 Blockl 3075 28085.1
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated
1 1 st Floor 1367 12713.1 Yes 1 1 1 Yes Yes Yes
2 2nd Floor 1708 15372 No 5 4 1 Yes Yes Yes
FLOORS
Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet
1 Raised Floor 2nd Floor ---- ---- 24 ft2 11 0.29 0 0.71
2 Floor over Garage 2nd Floor ---- ---- 526 ft2 11 0.29 0 0.71
3 Slab -On -Grade Edge Insulatio 1 st Floor 138.5 ft 0 1367 fie 0.29 0 0.71
4 Floor Over Other Space 2nd Floor -_-- ---- 1158 ft2 0 0.29 0 0.71
ROOF
Roof Gable Roof Solar SA Emitt Emitt Deck Pitch
J # Type Materials Area Area Color Absor. Tested Tested Insul. deg)
1 Gable or Shed Composition shingles 2144 ft2 480 ft2 Dark 0.9 N 0.9 No 0 26.6
ATTIC
V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC
1 Full attic Vented 300 1917 ft2 Y N
5/9/2018 3:33 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5
FC)RM R405-?f117
CEILING
Ceiling Type ' Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Vented) 1 st Floor 30 Blown 1917 ft2 0.1 Wood
WALLS
Adjacent Cavity Width Height Sheathing Framing Solar Below
OrnL To WaUJ-ype
Space Value-Et-In-Et-inR Area-B_Value-Eraction-AbsorGrade._
1 N Exterior Frame - Wood 2nd Floor 11 40 6 9 0 364.5 ft2 0 0.25 0.8 0
2 N Exterior Concrete Block - Int Insul 1 st Floor 4.1 20 6 9 4 191.3 ft2 0 0 0.8 0
3 E Exterior Frame - Wood 2nd Floor 11 48 0 9 0 432.0 ft2 0 0.25 0.8 0
4 E Exterior Concrete Block - Int Insul 1 st Floor 4.1 50 6 9 4 471.3 ft2 0 0 0.8 0
5 S Exterior Frame - Wood 2nd Floor 11 40 6 9 0 364.5 ft2 0 0.25 0.8 0
6 S Exterior Concrete Block - Int Insul 1st Floor 4.1 40 6 9 4 378.0 ft2 0 0 0.8 0
7 W Exterior Frame - Wood 2nd Floor 11 48 0 9 0 432.0 f12 0 0.25 0.8 0
8 W Exterior Concrete Block - Int Insul 1st Floor 4.1 27 0 9 4 252.0 f12 0 0 0.8 0
9 - Garage Frame - Wood 1st Floor 11 43 6 9 4 406.0 ft2 0 0.25 08 0
DOORS
Ornt Door Type Space Storms U-Value Width Height Area
Ft In Ft In
1 N Insulated 1st Floor None 39 3 8 24 ft2
2 Wood 1st Floor None 39 2 8 6 8 17.8 ft2
WINDOWS
Orientation shown is the entered, Proposed orientation.
Wall Overhang
V # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening
1 N 1 Metal Low-E Double Yes 0.55 0.22 N 45.0 ft2 1 It 0 in 1 ft 4 in Drapes/blinds None
2 N 1 Metal Low-E Double Yes 0.55 0.22 N 6.0 ft2 1 It 0 in 1 ft 4 in Drapes/blinds None
3 N 2 Metal Low-E Double Yes 0.54 0.25 N 9.3 ft2 12 ft 0 in 4 ft 4 in Drapes/blinds None
4 N 2 Metal Low-E Double Yes 0.55 0.22 N 16.4 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
5 E 3 Metal Low-E Double Yes 0.54 0.25 N 3 0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
6 S 5 Metal Low-E Double Yes 0.55 0.22 N 60.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
7 S 6 Metal Low-E Double Yes 0.55 0.22 N 32.9 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
8 s 6 Metal Low-E Double Yes 0.55 0.22 N 32.9 ft2 6 ft 8 in 1 ft 4 in Drapes/blinds None
9 S 6 Metal Low-E Double Yes 0.58 0.25 N 64.0 ft2 6 ft 8 in 1 ft 4 in Drapes/blinds None
10 W 7 Metal Low-E Double Yes 0.54 0.25 N 8.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
11 W 8 Metal Low-E Double Yes 0.54 0.25 N 4.4 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None
GARAGE
Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
1 634 ft2 634 ft2 70 ft 9.3 ft 1
5/9/2018 3:33 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5
FORM R405-2017
INFILTRATION
Scope Method SLA
ti
CFM 50 ELA EgLA ACH ACH 50
1 Wholehouse Proposed ACH(50) 000406 3276.6 179.88 338.29 .3651 7
HEATING SYSTEM
System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heal Pump/ Split HSPF:9 45.5 kBtu/hr 1 sys#1
COOLING SYSTEM
System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
1 Central Unit/ Split SEER: 16 47 kBtu/hr 1410 cfm 0.75 1 sys#1
HOT WATER SYSTEM
System Type SubType Location EF Cap Use SetPnt Conservation
1 Electric None Garage 0.9 50 gal 80 gal 120 deg None
SOLAR HOT WATER SYSTEM
FSEC
Cert # Company Name
Collector
System Model # Collector Model # Area
Storage
Volume FEF
None None ftz
DUCTS
Supply ----
V # Location R-Value Area
Return ---- Air CFM 25 CFM25
Location Area Leakage Type Handler TOT OUT QN RLF
HVAC #
Heat Cool
1 Attic 6 615 ftz 2nd Floor 153.75 Prop. Leak Free 2nd Floor --- cfm 92.3 cfm 0.03 0.50 1 1
TEMPERATURES
Programable Thermostat: Y
Coolin Jan Feb [] Mar
Heating lX} Jan tX} Feb lxl Mar
Ventin [ ]]Jan [ ]] Feb [XJ Mar
Ceiling Fans:
A r
IMa
Jun Jul Auge ]OctfAprIMayJXJJun4JulAu4Sep ] X] A r May Jun [ Jul Aug [ Se lX]
Nov
Oct Nov
Oct X Nov
DecfX] Dec
Dec
5/9/2018 3:33 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 5
FORM R405-2017
Thermostat Schedule:
Schedule Type
HERS 2006 Reference
1 e^ 3 4 5
Hours
6 7 8 9 10 11 12
Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80
PM 80 80 78 78 78 78 78 78 78 78 78 78
Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78
PM 78 78 78 78 78 78 78 78 78 78 78 78
Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68
PM 68 68 68 68 68 68 68 68 68 68 66 66
Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68
PM 68 68 68 68 68 68 68 68 68 68 66 66
5/9/2018 3:33 PM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 5 of 5
Florida Building Code, Energy Conservation, 6th Edition (2017)
Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods
7 ADDRESS: 2649 Green Swallow Way Permit Number:
Sanford , FL ,
MANDATORY REQUIREMENTS See individual code sections for full details.
SECTION R401 GENERAL
R401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL)
display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law
Section 553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and
nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components
installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans
and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD.
R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of
Sections R402.4.1 through R402.4.5.
Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to
comply with Section C402.5.
R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing
methods between dissimilar materials shall allow for differential expansion and contraction.
R402.4.1.1 Installation.The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance
with the manufacturer's instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of construction. Where required
by the code official, an approved third party shall inspect all components and verify compliance.
R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air
changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in
accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either
individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i) or
an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code
official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope.
Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing
buildings in which the new construction is less than 85 percent of the building thermal envelope.
During testing:
1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended
weatherstripping or other infiltration control measures.
2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond
intended infiltration control measures.
3. Interior doors, if installed at the time of the test, shall be open.
4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed.
5. Heating and cooling systems, if installed at the time of the test, shall be turned off.
6. Supply and return registers, if installed at the time of the test, shall be fully open.
R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where
using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the
fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907.
R402.4.3 Fenestration air leakage Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per
square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or
AAMA/ WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer.
Exception: Site -built windows, skylights and doors.
5/9/2018 3:33 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5
MANDATORY REQUIREMENTS - (Continued)
R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to
open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or
enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements
of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be
fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it
passes through conditioned space to a minimum of R-8.
Exceptions:
Direct vent appliances with both intake and exhaust pipes installed continuous to the outside.
Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential.
R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage
between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not
more than 2.0 cfm (0 944 Us) when tested in accordance with ASTM E283 at a 1.57 psf (75 Pa) pressure differential. All recessed
luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering.
SECTION R403 SYSTEMS
R403.1 Controls.
R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system.
R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls
that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load.
R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways
for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section
C403.2.9 2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below.
Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or
7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be "substantially leak free" in
accordance with Section R403.3.3.
R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent
of the design airflow rate when tested in accordance with ASHRAE 193.
R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods:
Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the
manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test.
Postconslruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the
entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the
test.
Exceptions:
1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building
thermal envelope.
2. Duct testing is not mandatory for buildings complying by Section 405 of this code.
A written report of the results of the test shall be signed by the party conducting the test and provided to the code official.
R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums.
R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C)
or below 55°F (130C) shall be insulated to a minimum of R-3.
R403.4.1 Protection of piping Insulation. Piping insulation exposed to weather shall be protected from damage, including that
caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause
degradation of the material. Adhesive tape shall not be permitted.
R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory). Heated water circulation systems shall be in
accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2.
Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible.
R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return
pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited.
Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the
occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and
when there is no demand for hot water.
R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems
shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance
with the times when heated water is used in the occupancy.
5/9/2018 3:33 PM EnergyGauge® USA - FlaRes2017 - FBC 61h Edition (2017) Complian Page 2 of 5
MANDATORY REQUIREMENTS - (Continued)
R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having'vertical pipe risers shall have
heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a
downward and upward bend of at least 3 1/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible
to the storage tank.
R403.5.6 Water heater efficiencies (Mandatory).
R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable
of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature
setting range shall be from 100°F to 140°F (38°C to 60°C).
R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to
electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of
combustion types of service water -heating systems to be turned off.
R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meet the minimum efficiencies of
Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed.
Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate
water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1.
R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy
factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of
Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors,
and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar
water -heating systems should meet the following criteria:
1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and
2. Be installed at an orientation within 45 degrees of true south.
R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the
Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation
including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that
close when the ventilation system is not operating.
R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be
powered by an electronically commutated motor.
R403.6.2 Ventilation air. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403 6.1.
1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable
Indoor Air Quality, shall be the maximum rates allowed for residential applications.
No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics,
crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas.
If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be
insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10
otherwise.
R403.7 Heating and cooling equipment (Mandatory).
R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the
equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies,
based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and
indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions
described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that
affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such
as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency
rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed.
TABLE R403.6.1
WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY
FAN LOCATION AIRFLOW RATE MINIMUM
CFM)
MINIMUM EFFICACY a
CFM/WATT)
AIRFLOW RATE MAXIMU
CFM)
Range hoods Any 2.8 cfm/watt Any
In -line fan Any 2.8 cfm/watt Any
Bathroom, utility room 10 1.4 cfm/watt 90
Bathroom, utility room 90 2.8 cfm/watt Any
For SI: 1 cfm = 28.3 L/min. a. When tested in accordance with HVI Standard 916
5/9/2018 3:33 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5
MANDATORY REQUIREMENTS - (Continued)
R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less
than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in
Section 403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the
equipment shall not be less than the calculated latent load.
The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's
expanded performance data shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry-bulb
temperature for the load calculation (or entering water temperature for water -source equipment), the blower CFM provided by the expanded
performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature.
Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load
calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space.
Exceptions:
1. Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the
calculated total sensible load but not less than 80 percent of that load.
2.
When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of
equipment may be sized in accordance with good design practice.
R403.7.1.2 Heating equipment capacity.
R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section
R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if
the design heating load is 1.15 times greater than the design cooling load.
R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design
requirements calculated according to the procedure selected in Section R403.7.1.
R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners
shall not be less than the design load calculated in accordance with Section R403.7.1.
R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an
intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to
prevent continuous space cooling or heating within that space by one or more of the following options:
1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas.
2. A variable capacity system sized for optimum performance during base load periods is utilized.
R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections
C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403.
R403.9 Snow melt and Ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building,
shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F (10°C), and no
precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4.8°C).
R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas
shall be in accordance with Sections R403.10.1 through R403.10.5.
R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an
integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation
of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the
power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots.
R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule
shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this
section.
Exceptions:
1. Where public health standards require 24-hour pump operation.
2. Pumps that operate solar- and waste -heat -recovery pool heating systems.
3. Where pumps are powered exclusively from on -site renewable generation.
R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at
the water surface or a liquid cover or other means proven to reduce heat loss.
Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered
energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required.
R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa heaters shall have a minimum thermal
efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool
heaters fired by natural or LP gas shall not have continuously burning pilot lights.
5/9/2018 3:33 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 4 of 5
s
R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance
with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is
required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard.
R403.11 Portable spas (Mandatorgl)he energy consumption of electric -powered portable spas shall be controlled by the
requirements of APSP-14.
SECTION R404
ELECTRICAL POWER AND LIGHTING SYSTEMS
R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be
high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps.
Exception: Low -voltage lighting.
R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights.
5/9/2018 3:33 PM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5
FORM R405-2017
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 91
The lower the EnergyPerformance Index, the more efficient the home.
1. New construction or existing
2. Single family or multiple family
3. Number of units, if multiple family
4. Number of Bedrooms
5. Is this a worst case?
6. Conditioned floor area (ft2)
7. Windows" Description
a. U-Factor: Dbl, U=0.55
SHGC: SHGC=0.22
b. U-Factor: Dbl, U=0.58
SHGC: SHGC=0.25
c. U-Factor: Dbl, U=0.54
SHGC: SHGC=0.25
d. U-Factor: N/A
SHGC:
Area Weighted Average Overhang Depth:
Area Weighted Average SHGC:
8. Floor Types
a. Slab -On -Grade Edge Insulation
b. Floor Over Other Space
c other (see details)
2649 Green Swallow Way, Sanford, FL,
New (From Plans) 9. Wall Types Insulation Area
Single-family
a. Frame - Wood, Exterior R=11.0 1593.00 ft2
b. Concrete Block - Int Insul, Exterior R=4.1 1292.70 ft2
1 c. Frame - Wood, Adjacent R=11.0 406.00 ft2
5 d. N/A R= ft2
10. Ceiling Types Insulation Area
No a. Under Attic (Vented) R=30.0 1917.00 ft2
3075 b. N/A R= f12
c. N/A R= ft2
Area
11. Ducts R ft2
193.22 ft2 a. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 615
64.00 ft2
12. Cooling systems kBtu/hr Efficiency
24.78 ft2 a. Central Unit 47.0 SEER:16.00
ft2
3.311 ft.
0.229
Insulation Area
R=0.0 1367.00 ft2
R=0.0 1158.00 ft2
R= 550.00 ft2
13. Heating systems
a. Electric Heat Pump
14. Hot water systems
a. Electric
b. Conservation features
None
15. Credits
I certify that this home has complied with the Florida Energy Efficiency Code for Building
Construction through the above energy saving features which will be installed (or exceeded)
in this home before final inspection.,.,OtDerwise, a new EPL Display Card will be completed
based on installed Code compl' es.
Builder Signature: Date:
Address of New Home- (LQ l City/FL Zip:
TT
kBtu/hr Efficiency
45.5 HSPF:9.00
Cap: 50 gallons
EF: 0.9
Pstat
Oj T"E STq
f
COD WE
Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient
mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at
iechsupportgenergygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of
certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building
Commission's support staff.
Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT.
5/9/2018 3:33 PM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1
2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
TABLE 402.4.1.1 1.
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Lot 243 Wellington C RHG FlexwDoor OpMbth - N Builder Name: Park Square Homes
Street: 2649 Green Swallow Way Permit Office: City of Sanford
City, State, Zip: Sanford , FL , Permit Number:
Owner: Park Square Homes Jurisdiction: 691500
Design Location: FL, Orlando
COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA
General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall
The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material.
requirements Breaks or joints in the air barrier shall be sealed.
Ceiling/attic
The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit
the insulation and an gaps in the air barrier shall be sealed. Y 9 P shall be aligned with the air barrier.
Access openings, drop down stairs or knee wall doors to
unconditioned attics aces shall be sealed.
Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls
The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with
sealed. a material having a thermal resistance of R-3 per inch
Knee walls shall be sealed. minimum.
Exterior thermal envelope insulation for framed walls
shall be installed in substantial contact and
continuous alignment with the air barrier.
Windows, skylights The space between window/door jambs and framing, and
and doors skylights and framing shall be sealed.
Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated.
Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to
including insulation. maintain permanent contact with the underside of
above -garage subfloor decking, or floor framing cavity insulation
and cantilevered shall be permitted to be in contact with the top side
floors) of sheathing, or continuous insulation installed on
the underside of floor framing and extends from the
bottom to the top of all perimeter floor framing
members.
Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation
a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls
Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to
exterior or unconditioned space shall be sealed.
Batts in narrow cavities shall be cut to fit, or narrow
Narrow cavities
cavities shall be filled by insulation that on
installation readily conforms to the available cavity
spaces.
Garage separation Air sealing shall be provided between the garage and conditioned spac 3s.
Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building
shall be sealed to the drywall. thermal envelope shall be air tight and IC rated.
Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring
and plumbing in exterior walls, or insulation that on
installation readily conforms to available space shall
Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall
on exterior wall tubs shall separate them from the showers and tubs. be insulated.
Electrical/phone box or The air barrier shall be installed behind electrical or communication
exterior walls boxes or air -sealed boxes shall be installed.
HVAC register boots HVAC register boots that penetrate building thermal envelope shall
be sealed to the sub -floor or drywall.
Concealed When required to be sealed, concealed fire sprinklers shall only be
sprinklers sealed in a manner that is recommended by the manufacturer.
Caulking or other adhesive sealants shall not be used to fill voids
between fire snr'nkler cover nlates and walls or ceefinos.
a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400.
5/9/2018 3:34 PIA EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1
wrightsoft• Project Summary
Entire House
One Stop Cooling and Heating
7225 Sandscove Ct Sllte 1, Wirter Park, FL 32792 Phone (407) 629 - 6920 Fax: (407) 629 - 9307 Web wwwOneStopCoolirg cem Licerse CAC032444
Proeect Information
For: Park Square Homes
2649 Green Swallow Way, Sanford, FL
Notes:
Weather: Orlando Executive AP, FL, US
Winter Design Conditions
Outside db 44 OF
Inside db 70 OF
Design TD 25 OF
Heating Summary
Structure 22458 Btuh
Ducts 5071 Btuh
Central vent (0 cfm) 0 Btuh
none)
Humidification 0 Btuh
Piping 0 Btuh
Equipment load 27529 Btuh
Infiltration
Method Simplified
Construction quality Semi -tight
Fireplaces 0
Heatingg Cooling
Area (ft2) 3198 3198
Volume (ft3) 29198 29198
Air changes/hour 0.25 0.13
Equiv. AVF (cfm) 122 63
Heating Equipment Summary
Make Trane
Trade TRANE
Model 4TW R6048H 1
AHRI ref 7563627
Job: Lot 243 Wellington A RHG ...
Date: 12-18-2014
By. MC/RI
Summer Design Conditions
Outside db 93 OF
Inside db 75 OF
Design TD 18 OF
Daily range L
Relative humidity 50
Moisture difference 45 gr/Ib
Sensible Cooling Equipment Load Sizing
Structure 22108 Btuh
Ducts 6675 Btuh
Central vent (0 cfm) 0 Btuh
none)
Blower 0 Btuh
Use manufacturer's data n
Rate/swin multiplier 0.98EquipmenIsensibleload28093 Btuh
Latent Cooling Equipment Load Sizing
Structure 3111 Btuh
Ducts 1166 Btuh
Central vent (0 cfm) 0 Btuh
none)
Equipment latent load 4277 Btuh
Equipment Total Load (Sen+Lat) 32370 Btuh
Req. total capacity at 0.75 SHR 3.1 ton
Cooling Equipment Summary
Make Trane
Trade TRANE
Cond 4TWR6048H1
Coil TEM6A0D48H41++TDR
AHRI ref 7563627
Efficiency 9 HSPF Efficiency 13.0 EER,16 SEER
Heating Input Sensible cooling 35250 Btuh
Heating output 45500 Btuh @ 47°F Latent cooling 11750 Btuh
Temperature rise 27 OF Total cooling 47000 Btuh
Actual air flow 1567 cfm Actual air flow 1567 cfm
Air flow factor 0.057 cfm/Btuh Air flow factor 0.054 cfm/Btuh
Static pressure 0.50 in H2O Static pressure 0.50 in H2O
Space thermostat Load sensible heat ratio 0.87
Capacity balance point 32 OF
Backup:
Input = 8 kW, Output = 27268 Btuh,100 AFUE
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
wrlgttoftvs- 2018-Apr-12115037
Q:_
9•. -
Righ-Sute®Uriversal201818011 RSU16202 Pagel t 243 WellirgtonA
RHG FlexwDoor OpMbth- N.nQ Calc= kW Horse laces: N
wrightsoft' Right-M Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 243 Wellington ARHG F1e...
Date: 12-18-2014
By: MUM
7225 Sandscove CI Suite 1. Wirter Park. FL 32792 Phore (407) 629 - 6920 Fax (407) 629. 9307 Web' wwwOneSlopCoolirg corn Lioerse: CAC032444
1 Room name Entire House FAMILY
2 Exposed wall 315.5 It 145 It
3 Room height 91 It d 9.3 It heaV000l
4 Room dimensions 1.0 x 281.9 It
5 Room area 31978 fR 2819 fP
Ty Construction U-value Or HTM Area 012) Load Area 012) Load
number Btuh412-1F) Bluh/M or perimeter (11) Btuh) or perimeter (11) Bd1h)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 12B-0sw
4A5.2om
4A5-2om
0 097
0.550
0.550
n
n
n
2.46
13.97
13.97
2.83
13.40
13.40
365
4
6
332
0
0
817
56
84
938
54
80
0
0
0
0
0
0
0
0
0
0
0
0
11
4A5.2om
4135-21m
0 550
0.540
n
n
1397
1371
13.40
13.69
15
8
0
0
209
110
201
110
0
0
0
0
0
0
0
0
13A-4ocs
4A5-2om
4A5.2om
0.143
0.540
0.5W
n
n
n
3.63
13.71
13.97
291
13.69
13.40
191
9
16
125
0
0
453
128
228
363
128
219
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
11 DO
0.550
0 390
n
n
13.97
9.90
13.40
12.31
16
24
0
24
228
238
219
295
0
0
0
0
0
0
0
0
Vf! 12B-0sw
4A5-2om
0.097
0.540
a
a
2A6
13.71
2.83
30.66
432
3
414
0
1020
41
1171
92
0
0
0
0
0
0
0
0
I-rG 4A5-2om 0.550 a 13.97 28.33 15 0 209 425 0 0 0 0
W 13A-4ocs 0.143 a 3.63 2.91 470 470 1705 1367 0 0 0 0
12B-Obw 0.097 s 2A6 2.83 365 305 750 861 0 0 0 0
4A5-2om 0.550 s 13.97 13.62 60 49 838 817 0 0 0 0
13A-4ocs
4A5-2am
0.143
0.550
s
s
3.63
13.97
2.91
13.67
377
33
247
25
898
456
720
447
135
0
102
0
371
0
297
0
4A5-2om
4A5-2omd
12B-0sw
0.550
0.580
0.097
s
s
w
13.97
14.73
2.46
13.40
14.42
2.83
33
64
432
33
64
424
456
943
1044
438
923
1199
33
0
0
33
0
0
456
0
0
438
0
0
4B5-2hn
13A-4ocs
0 540
0143
w
w
1371
363
30.66
2.91
8
251
0
247
110
896
245
718
0
0
0
0
0
0
0
0t-G4A5-2om
12C-Osw
0 540
0.091
w 13 71
2.31
29.41
1.52
4
405
0
387
59
894
127
586
0
19
0
19
0
43
0
28P
L-D 11 DO 0.390 n 9.90 12.31 18 18 177 220 0 0 0 0
C 16CR-30ad 0.032 0.81 144 1947 1947 1582 2807 0 0 0 0
F 19A-Obsep 0.295 2.81 2.00 24 24 68 48 0 0 0 0
F 19C-19csm 0.049 0.43 031 527 527 227 161 0 0 0 0
F 22A-cpm 1.180 29.96 0.00 1395 139 4150 0 282 15 434 0
6 c) AED excursion 0 21
Envelope loss/gain 19073 15980 1305 742
12 a) Infiltration 3384 1248 158 58
b) Room ventilation 0 0 0 0
13 Intemalgains: Occupants@ 230 6 1380 0 0
Appliances/other 3500 750
Subtotal (lines 6 to 13) 22458 22108 1463 1551
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 260 176
14 Subtotal 22458 22108 1723 1727
15 Duct loads 23 % 30% 5071 6675 25 % 341 428 581
Total room load 27529 28783 2151 2307
Air required (cfm) 1567 1567 122 126
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
rir wrlghtsoTt' 2018-Apr-12115017
Right-SuteOUriversal 201818.0.11 RSU16202 Page 1
1243WellirglonARHGRexwDoorOpMblh-Nnp Calc=NU8 House laces: N
wrightsoft• Right-JO Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 243 Wellington A RHG Fie...
Date: 12-18-2014
By: MUM
7225 Sandsceve Cl. Sute 1. Wirier Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web. wwwOneSlopCootirg com License CAC032444
1 Room name Krr LDRY
2 Exposed well 14.5 ft 6.5 ft
3 Room height 9.3 ft heaVcool 93 it heatkool
4 Room dimensions 1.0 x 186.6 ft 1.0 x 73.8 It
5 Room area 186.6 fF 73.8 fF
Ty Construction U-value Or HTM Area OF) Load Area OF) Load
number BtuW-9 Btu tt4F) or perimeter (ft) Btuh) or perimeter (A) BWh)
Heat Cool Gross NIPS Heat Cool Gross N/P/S Heat Cool
6 12B-09w 0.097 n 2.46 2.83 0 0 0 0 0 0 0 0
4A5.2om
4A5.2om
0.550
0.550
n
n
13.97
13.97
13.40
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
4A5.2om
4B5-2tm
0.550
0.540
n
n
13.97
13.71
13.40
13.69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A-4ocs
4A5.2om
4A5-2om
0.143
0.540
0.550
n
n
n
3.63
13.71
13.97
2.91
13.69
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
11 DO
0.550
0.390
n
n
13.97
9.90
13.40
12.31
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
12B-Osiv
4A5.2om
0.097
0.540
a
a
2.46
13.71
2.83
30.66
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om 0.550 a 13.97 28.33 0 0 0 0 0 0 0 0
W 13A-4ocs
12B-Osw
0.143
0.097
a
s
3.63
2.46
2.91
2.83
135
0
135
0
490
0
393
0
60
0
60
0
220
0
176
0
4A5.2om 0.550 s 13.97 13.62 0 0 0 0 0 0 0 0
13A-40cs 0.143 s 3.63 2.91 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 13.97 13.67 0 0 0 0 0 0 0 0
4A5-2om
4A5-2omd
12B-0sw
0.550
0.580
0097
s
s
w
13.97
14.73
2.46
13.40
14.42
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5.2frn
13A-4ocs
0.540
0.143
w
w
13.71
3.63
30.66
2.91
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5.2om
12C-Osw
0.540
0.091
w 13.71
2.31
29.41
1.52
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0P
i-A 11 DO 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
C 16CR-30ad 0.032 0.81 1.44 0 0 0 0 0 0 0 0
F 19A-Obscp 0.295 2.81 2.00 0 0 0 0 0 0 0 0
F 19C-19cscp 0.049 0.43 031 0 0 0 0 0 0 0 0
F 22A-oars 1.180 29.96 000 187 15 434 0 74 7 195 0
6 c) AED excursion 22 10
Envelope loss/gain 924 370 414 166
12 a) Infiltration 158 58 71 26
b) Room %entilafion 1 0 0 0 0
13 Internal gains: Ooatpants@ 230 0 0 0 0
Appliances/other 1200 500
Subtotal (lines 6 to 13) 1083 1629 485 693
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 104 74
14 Subtotal 1083 1629 589 767
15 Dud loads 1 259/6 34% 269 548 259/6 34% 146 1 258
Total room load I 1 13511 2176 7361 1024
Air required (dm) 77 118 42 56
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
rfw- 2018-Apr-12115037
AG -A " ` " Rigfi-Srite®Uriversal 2018 18.0.11 RSU16202 Page 2
1243 W ellingtonA RHG FlexwDoor OpMbih - N.rup Calc = W8 House faces* N
wrightsoft, Right-JO Worksheet Job:
Entire House
Date:
One Stop Cooling and Heating
By:
7225 Sardscove Cl. Scite 1, Wirier Park, FL 32792 Phore: (407) 629 - 6920 Fax. (407) 629 - 9307 Web: wwwOreStopCooling,com License: CAG032444
Lot 243 Wellington A RHG Fie...
12-18-2014
MC/RI
1 Room name FOYER FLEX
2 Exposed wall 60 fl 31.5 ft
3 Room height 9.3 It heat/000l 9.3 ft heat/cool
4 Room dimensions 1.0 x 1140 It 13.0 x 14.5 ft
5 Room area 114 0 fR 188.5 fF
Ty Construction U-value Or HTM Area (IF) Load Area (fF) Load
number Btuh/f12-°F) BWh/ft or perimeter (R) BWh) or perimeter (0) BNh)
Heal Cool Gross N/P/S Heat Cool Gross N/P/S Heal Cool
6 128.Osw 0.097 n 2.46 2.83 0 0 0 0 0 0 0 0
4A5.2om 0 550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11 4B5-2frn 0.540 n 13.71 13.69 0 0 0 0 0 0 0 0
13A-4ocs 0.143 n 3.63 2.91 56 22 82 65 135 102 371 297
4A5-2om 0.540 n 13.71 13.69 9 0 128 128 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 16 0 228 219
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 16 0 228 219
11 DO 0.390 n 9.90 12.31 24 24 238 295 0 0 0 0
y/ 12B-Osw 0.097 a 2.46 2.83 0 0 0 0 0 0 0 0
4A5-2om 0.540 a 13.71 30.66 0 0 0 0 0 0 0 0
4A5-2om 0.550 a 13.97 28.33 0 0 0 0 0 0 0 0
W 13A-4ocs 0.143 a 3.63 2.91 0 0 0 0 121 121 439 352
12B-Osw 0.097 s 2.46 2.83 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 13.97 13.62 0 0 0 0 0 0 0 0
4acs 0.143 5 3..91 0 0 0 0 0 0 0 0
054A-2om 0.550 5 13.9797 13.67 0 0 0 0 0 0 0 0TE 4A5.2om 0.550 s 13.97 13.40 0 0 0 0 0 0 0 0
4A5.2omd 0.580 s 14.73 14.42 0 0 0 0 0 0 0 0
12B-Osw 0.097 w 2A6 2.83 0 0 0 0 0 0 0 0
4B5.2trn 0.540 w 13.71 3066 0 0 0 0 0 0 0 0
13A-4ocs 0.143 w 3.63 2.91 0 0 0 0 37 37 135 108
4A5-2om 0.540 w 13.71 29.41 0 0 0 0 0 0 0 0
P
L---D
12C-Osw 0.091 2.31 1.52 93 93 215 141 0 0 0 0
11DO 0.390 n 9.90 IZ31 0 0 0 0 0- 0 0 0
C 16CR-30ad 0.032 021 1.44 0 0 0 0 60 60 48 86
F 19A-Obstp 0295 2.81 2.00 0 0 0 0 0 0 0 0
F 19C-19csm 0.049 0.43 031 0 0 0 0 0 0 0 0
F 22A-cpm 1.180 29.96 0.00 114 6 180 0 189 32 944 0
6 c) AED exoursion 9 21
Envelope loss/gain 842 621 2394 1260
12 a) Infiltration 66 24 344 127
b) Room ventilation 0 0 0 0
13 Internal gains: Oocupantss@ 230 0 0 0 0
Appliancesiother 0 150
Subtotal (lines 6 to 13) 907 645 2738 1537
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 907 645 327 233
14 Subtotal 0 0 3065 1770
15 Dud loads 125 % 34%1 0 0 25% 34 % 760 595
Total room load 0 0 3825 2365
Air required (dm) 0 0 218 129
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
9,1} ww*Ightmolt- 2018-Apr-1211:5037
Righ-SuleOUriversal 201818.0 11 RSU16202 Page 3
t 243 WellirglonA RHG FlexwDoor OpMbth- N rup Calc - MJ8 Horse faces. N
wrightsoft' Right-J® Worksheet
Entire House
One Stop -Cooling and Heating
Job: Lot 243 Wellington A RHG Fle...
Date: 12-18-2014
By: MC/RI
7225 Sardscove Cl. Suite 1, Wirter Park, FL 32792 Phone (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wvwvOreSlopCoolug com License. CAC032444
1 Room name PAN CAFE
2 Exposed well 0 ft 23.0 ft
3 Room height 93 ft heaV000l 93 It heaVcool
4 Room dimensions 5.5 x 4.5 ft 10.0 x 13.0 It
5 Room area 24 8 fP 130.0 tF
Ty Construction
number
U-value
BtuM?-*n
Or HTM
BluhV)
Area OF)
or perimeter (ft)
Load
Btuh)
Area OF)
or perimeter (h)
Load
Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heal Cool
6 1213-0sw 0097 n 2.46 2.83 0 0 0 0 0 0 0 0
4A5-2om
4A5-2om
0 550
0.550
n
n
13.97
13.97
13.40
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om 0 550 n 13.97 13.40 0 0 0 0 0 0 0 0
11 4B5-2fm 0.540 n 13.71 13.69 0 0 0 0 0 0 0 0
13A-4ocs
4A5-2om
0.143
0 540
n
n
3.63
13.71
2.91
13.69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om 0 550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11 DO 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
yl
IL-G
1213-0sw 0.097 a 2.46 2.83 0 0 0 0 0 0 0 0
4A5-2om 0.540 a 13.71 30.66 0 0 0 0 0 0 0 0
4A5-2om 0.550 a 13.97 28.33 0 0 0 0 0 0 0 0
W 13A-4ocs 0.143 a 3.63 2.91 0 0 0 0 93 93 338 271
12&0sw 0.097 s 2.46 2.83 0 0 0 0 0 0 0 0
4A5.2om 0.550 s 13.97 13.62 0 0 0 0 0 0 0 0
13A-4ocs 0.143 s 3.63 2.91 0 0 0 0 121 57 207 166
4A5-2om 0 550 s 13.97 13.67 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2omd
12B-0sw
0.580
0097
s
w
14.73
2.46
14.42
2.83
0
0
0
0
0
0
0
0
64
0
64
0
943
0
923
0
4B5-2hn
13A-4ocs
0.540
0.143
w
w
13.71
3.63
30.66
2.91
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0yl
Ili 4A5-2om
12C-09w
0 540
0.091
w 13.71
231
29.41
1.52
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0P
L-D 11 DO 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
C 16CR-30ad 0032 0.81 1.44 0 0 0 0 0 0 0 0
F 19A-Obscp 0.295 2.81 2.00 0 0 0 0 0 0 0 0
F 19C-19cscp 0.049 0.43 0.31 0 0 0 0 0 0 0 0
F 22A-cpm 1.180 29.96 0.00 25 0 0 0 130 23 689 0
6 c) AED excursion 0 20
Envelope loss/gain 0 0 2176 1339
12 a) Infiltration 0 0 251 93
b) Floom ventilation 0 0 0 0
13 Internal gams Coupants@ 230 0 0 0 0
Appliancesrother 0 0
Subtotal (lines 6 to 13) 0 0 2427 1432
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 223 159 0 0
14 Subtotal 223 159 2427 1432
15 Duct loads 1 259/6 34%1 55 53 259/6 34%1 6021 1
Total room load I 1 2781 212 3029 1914
Air required (dm) 16 12 172 104
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
rk- 2018-Apr-12115037
Righl-Sute8Uriversal201818.011 RSU16202 Page
1243 WellirgtonA RHG FlexwDoor OpMbth- N.r p Calc = M.18 Hose faces: N
F- wrightsoft' Right-M Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 243 Wellington ARHG Fle...
Date: 12-18-2014
By: MC/RI
7225 Sardscove CI Suite 1, Wirter Park FL 32792 Phore (407) 629 - 6920 Fax: (407) 629 - 9307 Web wwwOreSlopCooling com License. CAC032444
1 Room name BED2 BTH2
2 E1posedwell 365 A 6.0 II
3 Room heigh 9.3 ft heaVcool 9.3 0 heal/cool
4
5
Room dimensions
Room area
1.0 x 209.0 11
2090 fR
6.0 x 9.0 ft
54.0 (R
Ty Construction U-value Or HTM Area OF) Load Area OF) Load
number BtuhM --q Bti1hRR) or perimeter (A) BWh) or perimeter (11) BWh)
Heat Cool Gross N/PIS Heat Cool Gross N/P/S Heat Cool
6 12B-Osw
4A5-2om
4A5-2om
0.097
0.550
0 550
n
n
n
2.46
13.97
13.97
2.83
13.40
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
4A5.2om
4135-2fm
0.550
0 540
n
n
13.97
1371
13.40
13.69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
VN
13A-4ocs
4A5-2om
4A5-2om
0.143
0.540
0.550
n
n
n
363
1371
1397
2 91
13.69
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
11D0
0.550
0.390
n
n
13.97
9.90
13.40
12.31
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Val 12B-Osw
4A5-2om
0.097
0.540
a
a
2.46
1371
2.83
30.66
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
G 4A5-2om 0.550 a 1397 28.33 0 0 0 0 0 0 0 0
W 13A-4ocs
12B-Osw
0.143
0.097
a
s
3.63
2.46
2.91
2.83
60
0
60
0
220
0
176
0
0
0
0
0
0
0
0
0
4A5.2om
4A5-2om
0.550
0.143
0.550
s
s
s
13.97
3.63
13.97
13.62
2.91
13.67
0
121
33
0
88
25
0
320
456
0
257
447
0
0
0
0
0
0
0
0
0
0
0
0JE
13A-4ocs
G 4A5-2om
4A5-2omd
12B-Osw
0.550
0.580
0.097
s
s
w
13.97
14.73
2.46
13.40
14.42
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5-2frn
13A-4ocs
0 540
0143
w
w
1371
3.63
30.66
2.91
0
158
0
158
0
574
0
460
0
56
0
51
0
187
0
150Y-G4A5-2om
12C-Osw
0 540
0.091
w 13 71
2.31
29.41
1.52
0
0
0
0
0
0
0
0
4
84
0
84
59
193
127
127P
I-D 11 DO 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
C 16CR-30ad 0.032 0.81 1.44 85 85 69 122 0 0 0 0
F 19A-Obscp 0.295 2.81 2.00 0 0 0 0 0 0 0 0
F 19C-19osw 0.049 0.43 031 0 0 0 0 0 0 0 0
F 22A-qan 1.180 29.96 0.00 209 37 1094 0 54 6 180 0
6 c) AED excursion 9 53
Ernelope loss/gain 2733 1453 619 457
12 a) Infiltration 399 147 66 24
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 1 230 0 0
Applianoes/other 0 0
Subtotal (lines 6 to 13) 3131 1830 6851 481
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 27 18 23 15
14 Subtotal 3159 1847 708 496
15 Dud loads 1 259/6 34%1 784 621 25 % 1 34 % 176 167
Total room load I 1 39421 2468 884 663
Air required (cfm) 224 134 50 36
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
r- 2018-Apr-12115037
Righl-SuteOUdversal 201818 0 11 RSU16202 Page 5 1243
WellirgtonA RHG FlexwDoor OpMbth- N.rup Calc = fvUB House faces: N
wrightsoft• Right-J® Worksheet
Entire House
One Stop' Cooling and Heating
Job: Lot 243 Wellington A RHG Fie...
Date: 12-18-2014
By. MC/RI
7225 Sardsoove Cl. Suite 1, Winter Park, FL 32792 Phone- (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOneStopCoolirg com License: CAC032444
1 Room name DROP STR1
2 Euposed Hell 0 It 0 ft
3 Room height 93 ft heat/000l 93 ft heaYbool
4 Room dimensions 45 x 6.5 ft 75 x 9.0 n
5 Room area 293 fR 675 IF
Ty Construction
number
U-value
BWhM--F)
Or HTM
Btuh"
Area 011)
or perimeter (11)
Load
Btuh)
Area (ff)
or perimeter (A)
Load
Btuh)
Heat Cool 1 Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 12B-Osw
4A5-2om
4A5-2om
0.097
0.550
0.550
n
n
n
2.46
13.97
13.97
2.83
13.40
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
4A5-2om
4B5-2f n
0.550
0.540
n
n
13.97
13.71
13.40
13.69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A-4ocs
4A5-2om
4A5-2om
0.143
0.540
0.550
n
n
n
363
13.71
13.97
2.91
13.69
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
11 DO
0.550
0.390
n
n
13.97
9.90
13.40
12.31
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
128-09w
4A5.2om
4A5-2om
0.097
0.540
0.550
a
a
a
2.46
13.71
13.97
2.83
30.66
2833
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
F-G
L-C
W 13A-40cs
12B-0sw
0.143
0.097
a
s
3.63
2.46
2.91
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5.2om
13A-4ocs
4A5.2om
0.550
0.143
0.550
s
s
s
13.97
3.63
13.97
13.62
2.91
13.67
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0G
4A5-2om
4A5-2omd
12B-Osw
0.550
0.580
0.097
s
s
w
13.97
14.73
2.46
13.40
14.42
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
485-2(m
13A-flocs
0.540
0.143
w
w
13.71
363
30.66
2.91
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-tom
12C-Osw
0.540
0.091
w 1371
2.31
29.41
1.52
0
102
0
84
0
195
0
128
0
70
0
70
0
161
0
106P
L--D 11 DO 0.390 n 9.90 12.31 18 18 177 220 0 0 0 0
C 16CR-30ad 0.032 081 1.44 0 0 0 0 0 0 0 0
F 19A-Obscp 0.295 2.81 2.00 0 0 0 0 0 0 0 0
F 19C-19cscr) 0 049 0.43 031 0 0 0 0 0 0 0 0
F 22A-qxn 1.180 29.96 0.00 29 0 0 0 68 0 0 0
61 c) AED excursion 5 1
Envelope loss/gain 372 343 161 104
12 a) Infiltration 0 0 0 0
b) Room ventilation
1
0 0 0 0
13 Internal gains: Occupants@ 230 0 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 372 343 161 104
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 189 131 161 104
14 Subtotal 561 474 0 0
15 Duct loads 1 250/6 34%1 139 159 25 % 34 % 0 0
Total room load I 1 7001 633 0 0
Air required (cm) 40 34 0 0
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
rl.r- wrlgf taoTt- 2018-Apr-12115037
4C A
Righ-Srile®Universal 201818.0.11 RSU16202 Page
1243 WellirgtonA RHG RexwDoor OpMblh- N rp Calc = M18 House faces' N
wrightsoft' Right-M Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 243 Wellington ARHG Fle...
Date: 12-18-2014
By: MC/Rl
7225 Sardseove Cl. Sule 1, W irter Park FL 32792 Phone (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOno topCoolirg com Licerse. CAC032444
1 Room name HALL1 BEN
2 Exposed well 0 ft 28.0 A
3 Room height 93 ft heaV000l 9.0 R heal/cool
4 Room dimensions 9.0 x 4.0 0 15.0 x 13.0 ft
5 Room area 360 fP 195.0 fF
Ty Construction U-value Or HTM Area 012) Load Area OF) Load
number BluhM --n B or perimeter (II) Btuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/5 Heat Cool Gross N/PIS Heat Cool
6 12B-Osw 0.097 n 2A6 2.83 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11 4135.2fm 0.540 n 13.71 13.69 0 0 0 0 0 0 0 0
13A-4ocs 0.143 n 3.63 2.91 0 0 0 0 0 0 0 0
4A5-tom 0.540 n 13.71 13.69 0 0 0 0 0 0 0 0
4A5.2om 0 550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0550 n 13.97 13.40 0 0 0 0 0 0 0 0
1100 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
1 12B-Osw 0.097 a 2A6 2 83 0 0 0, 0 135 135 333 382
4A5.2om 0.540 a 13.71 30.66 0 0 0 0 0 0 0 0G
4A5-2om 0.550 a 13.97 28.33 0 0 0 0 0 0 0 0
W 13A-4ocs 0.143 a 3.63 2.91 0 0 0 0 0 0 0 0
12B-Osw 0.097 s 2.46 2b3 0 0 0 0 117 102 251 289
4A5.2om 0.550 s 13.97 13.62 0 0 0 0 15 12 209 204
13A-flocs 0.143 s 3.63 2.91 0 0 0 0 0 0 0 0
4A5-tom 0.550 s 13.97 13.67 0 0 0 0 0 0 0 0
4A5.2om 0 550 s 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2omd 0.580 s 14.73 14.42 0 0 0 0 0 0 0 0
t--G
12B-Osw 0097 w 2.46 2.83 0 0 0 0 0 0 0 0
4B5-2fm
13A.4ocs
0.540
0.143
w
w
13.71
3.63
30.66
2.91
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-tom 0.540 w 13.71 29.41 0 0 0 0 0 0 0 0
P 12C-Osw 0.091 2.31 1.52 37 37 86 56 0 0 0 0
L-D 11 DO 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
c 16CR-30ad 0032 Obi 1.44 0 0 0 0 195 195 158 281
F 19A-Obscp 0295 2.81 2.00 0 0 0 0 0 0 0 0
F 19C-19csco 0049 0.43 0.31 0 0 0 0 0 0 0 0
F 22A-c pm 1.180 29.96 0.00 36 0 0 0 0 0 0 0
6 c) AED excursion 1 14
Envelope loss(gain 86 56 952 1142
12 a) Infiltration 0 0 296 109
b) Room ventilation 0 0 0 0
13 Internal gains Oocupants@ 230 0 0 1 230
Applianoesrother 0 0
Subtotal (lines 6 to 13) 86 56 1248 1481
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 86 56 13 22
14 Subtotal 0 0 1260 1503
1151 Ductloads 1 259/ 1 34%1 0 0 19% 271/6 242 409
Total room load 0 0 1502 1912
Air required (ctm) 0 0 86 104
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
1- 2018-Apr-12115037
Righ-Srile®Uriversal 2018 18.0.11 RSU16202 Page 7
1243 W ellirgtonA RHG FlexwDoor OpMbth- N rup Calc = MJB House faces: N
wrightsoft- Right-J® Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 243 Wellington ARHG Flo...
Date: 12-18-2014
By. MC/RI
7225 Sardscove Cl. SUte 1, W Trier Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneSlopCoohrtg com License. CAC032444
1 Room name GAME BED5
2 FVosed well 145 A 285 it
3 Room height 9.0 It heat/000l 9.0 111 heaVOool
4
5
Room dimensions
Room area
18.0 x 14.5 It
261.0 fF
15.5 x 13.0 it
201.5 fF
Ty Construction
number
U-value
BWhAF-*F)
Or HTM
BWtv4l2)
Area 011)
or perimeter (ft)
Load
Btuh)
Area OF)
or perimeter (fl)
Load
Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 V 1213-06w
4A5-2om
4A5-2om
0.097
0.550
0.550
n
n
n
2.46
13.97
13.97
2.83
13.40
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
4A5-2om
4135-2fm
0.550
0.540
n
n
13.97
13.71
13.40
13.69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A-4ocs
4A5-2om
4A5-20m
0.143
0.540
0.550
n
n
n
3.63
13.71
13.97
2.91
13.69
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5.2om
11DO
0 550
0.390
n
n
13.97
9.90
13.40
12.31
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1213-0sw
4A5-20m
4A5-2om
0.097
0.540
0.550
a
a
a
2.46
13.71
13.97
2.83
30.66
28.33
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
W
y/
13A-4ocs
12&0sw
0.143
0.097
a
s
3.63
2.46
2.91
2.83
0
131
0
101
0
248
0
284
0
117
0
102
0
251
0
289
l-C 4A5-2om
4A5-2om
0.550
0.143
0.550
s
s
s
13.97
3.63
13.97
13.62
2.91
13.67
30
0
0
25
0
0
419
0
0
409
0
0
15
0
0
12
0
0
209
0
0
204
0
0
vh13A-4ocs
4A5-2om
4A5-2omd
12B-Osw
0550
0.580
0.097
s
s
w
13.97
14.73
2.46
13.40
14.42
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
140
0
0
140
0
0
344
0
0
395
4135.2fm
13A-40rs
0.540
0.143
w
w
13.71
3.63
30.66
2.91
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5.2om
12C-Os6v
0.540
0.091
w 13.71
2.31
29.41
1.52
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0P
L-D 11 DO 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
C 16CR-30ad 0.032 0.81 1.44 261 261 212 376 202 202 164 291
F 19A•Ob>scp 0.295 2.81 2.00 0 0 0 0 0 0 0 0
F 19C-19csp 0.049 0.43 031 0 0 0 0 0 0 0 0
F 22A•cpm 1.180 29.96 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 15 15
Emoelope loss/gain 879 1054 968 1163
12 a) Infiltration 153 57 301 111
b) Room ventilation 0 0 0 0
13 Internal gains: 0ocupants@ 230 0 0 1 230
Appliances/other 900 0
Subtotal (lines 6 to 13) 1032 2010 1269 1505
Less exdemal load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 48 85 0 0
14 Subtotal 1080 2095 1269 1505
15 Duct loads 1 19% 270/6 207 570 199/6 27/61 244 409
Total room load 1288 2665 1 15131 1914
Air required (ctm) 73 145 861 104
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
wrlghtBOT!' 2018-Apr-12115037
Rigel-Suite8Uriversa12018 18 0.11 RSU16202 Page 8
1243 WellirgtonA RHG RexwDoor OpMbth- N.np Calc = NU8 House faces: N
wrightsoft' Right-JO Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 243 Wellington A RHG Re...
Date: 12-18-2014
By: MC/RI
7225 Sardscove Cf. Suite 1. W irter Park, FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOneStopCooling,00m License: CAC032444
1 Room name STR2 WIC4
2 Exposed well 0 It 55 II
3 Room height 9.0 tt heaU000l 90 ft heat/cool
4 Room dimensions 1.0 x 72.0 A 55 x 65 ft
5 Room area 72.0 IF 35.8 fF
Ty Construction U-value Or HTM Area (IF) Load Area (IF) Load
number BUML-F) BluhAI2) or perimeter (A) Btuh) or perimeter (A) Btuh)
Heat Cool Gross NA'iS Heat Cool Gross N/P/S Heat Cool
6 12B-0sw 0.097 n 2.46 2.83 0 0 0 0 0 0 0 0
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11
4A5.2om
4B5-2fn
0.550
0.540
n
n
13.97
13.71
1340
13.69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A-4ocs
4A5-2om
0.143
0.540
n
n
363
13.71
2.91
1369
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2am 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11 DO 0.390 n 9.90 1231 0 0 0 0 0 0 0 0
y/ 12B-0sw 0.097 a 2.46 2.83 0 0 0 0 50 50 122 140
4A5-2om 0.540 a 13.71 3066 0 0 0 0 0 0 0 0I-C
C 4A5-2om 0.550 a 13.97 28.33 0 0 0 0 0 0 0 0
W 13A-4ocs 0.143 a 3.63 2.91 0 0 0 0 0 0 0 0
Y--64A5-2om
12&0sw 0.097 s 2.46 2.83 0 0 0 0 0 0 0 0
0.550 s 13.97 13.62 0 0 0 0 0 0 0 0
1cs 3A-flo 0.143 s 3.63 2.91 0 0 0 0 0 0 0 0 4A5-
2om 0.550 s 13.97 13.67 0 0 0 0 0 0 0 0 4A5-
2om 0.550 s 13.97 1340 0 0 0 0 0 0 0 0 4A5-
2omd 12B-
0sw 0.
580 0.
097 s
w
14.
73 2A6
14.
42 2.
83 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5-
2fm 13A.
4o s 0.
540 0.
143 w
w
13.
71 3.
63 30.
66 2.
91 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Y--C 4A5-2om 12C-
Osw 0.
540 0.
091 w
13.71 2.
31 29.
41 1.
52 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
PL-
D 11 DO 0.390 n 9.90 12,31 0 0 0 0 0 0 0 0 C
16CR-30ad 0.032 0.81 1.44 72 72 59 104 36 36 29 52 F
19A-Obscp 0295 2,81 2.00 0 0 0 0 0 0 0 0 F
19C-19cscu 0.049 0.43 0.31 0 0 0 0 0 0 0 0 F
22A-cpm 1.180 29.96 0.00 0 0 0 0 0 0 0 0 6
c) AED ex ursion 1 3 Envelope
loss/gain 59 102 151 189 12
a) Infiltration 0 0 58 21 b)
Room ventilation 0 0 0 0 13
Internal gains: Ooupants@ 230 0 0 0 0 Applianoesrother
0 0 Subtotal (
lines6 to 13) 59 102 209 210 Less
external load 0 0 0 0 Less
transfer 0 0 0 0 Redistribution
59 102 11 19 14
Subtotal 0 0 220 229 15
Dud loads 1 199% 271/6 0 0 199/6 27% 42 62 Total
room load 0 0 1 262 291 Air
required (cfm) 0 0 15 16 Calculations
approved byACCAto meet all requirements of Manual J 8th Ed. ria-
201 8-Apr- 12 11:50 37 Righ-
SLiteDUriversa1201818011 RSU16202 Page 1243 WellirgtonA RHG
RexwDoor OpMblh- N.rcp Calc = M18 Hocee faces, N
wrightsoft• Right-JO Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 243 Wellington A RHG Fie...
Date: 12-1 B-2014
By- MC/RI
7225 Sardscove CI Suite 1, Winter Park FL 32792 Phone. (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wnwOnsSlopCoolirg com License CAC032444
1 Room name LN
2 Elposed wall 0 It 4.0 It
3 Room height 9.0 It heat/cool 9.0 It heat/000l
4 Room dimensions 55 x 65 It 4.0 x 6.5 It
5 Room area 35.8 fF 26.0 fF
Ty Construction U-value Or HTM Area (fF) Load Area 012) Load
number BtuW-F) Btil or perimeter (ft) Btuh) or perimeter (If) Btuh)
Heat Cool Gross N/P/S Heat Cool Grass N/P/S Heat cool-
6 12B-Osvv 0.097 n 2.46 2.83 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11 4135-2tn 0.540 n 13.71 13.69 0 0 0 0 0 0 0 0
13A-4ocs 0143 n 3.63 2.91 0 0 0 0 0 0 0 0
4A5-2om 0.540 n 13.71 13.69 0 0 0 0 0 0 0 0
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11D0 0390 n 9.90 12.31 0 0 0 0 0 0 0 0
12B-Osw 0.097 a 2.46 2.83 0 0 0 0 36 36 89 102
4A5-2om 0540 a 13.71 30.66 0 0 0 0 0 0 0 0
4A5.2om 0550 a 13.97 28.33 0 0 0 0 0 0 0 0
W 13A-4ocs 0.143 a 3.63 2.91 0 0 0 0 0 0 0 0
t-G4A5.2om
12B-0sw 0.097 s 2.46 2.83 0 0 0 0 0 0 0 0
0.550 s 13.97 13.62 0 0 0 0 0 0 0 0
0.143 s 3.63 2.91 0 0 0 0 0 0 0 0
4A5.2om 0.550 s 13.97 13.67 0 0 0 0 0 0 0 0TE
13A-4ocs
4A5.2om 0.550 s 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2omd 0.580 s 14.73 14.42 0 0 0 0 0 0 0 0
12B-Osw 0.097 w 2.46 2.83 0 0 0 0 0 0 0 0
4B5-2fm 0.540 w 13.71 3066 0 0 0 0 0 0 0 0
tVj! 13A-4ocs 0.143 w 3.63 2.91 0 0 0 0 0 0 0 0
4A5-2om 0.540 w 1371 2941 0 0 0 0 0 0 0 0G
P 12C-Osw 0.091 2.31 1.52 0 0 0 0 0 0 0 0
L-D 11 DO 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
C 16CR-30ad 0.032 0.81 144 36 36 29 52 26 26 21 37
F 19A-Obscp 0.295 2B1 2.00 0 0 0 0 0 0 0 0
F 19C-19csm 0.049 0.43 0.31 0 0 0 0 0 0 0 0
F 22A-cpm 1.180 29.96 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 1 2
Emelope loss/gain 29 51 110 137
12 a) Infiltration 0 0 42 16
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Appliancesbther 0 0
Subtotal(lines 6lo13) 29 51 152 153
Less exlemal load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 29 51 10 17
14 Subtotal 0 0 162 170
15 Dud loads 1 190/0 279/6 1 0 0 190/0 27°/6 311 46
Total room load 0 0 193 217
Air required (dm) 0 0 11 12
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
1r}a- wrlghtaoTC- 2016-Apr-12115037
Righ-SuiteGUnversa1201818011 RSU16202 Page 10 I 243
W ellirgtonA RHG FlexwDoor OpMblh- N rup Calc - MJ8 Hasa taces N
wrightsoft• Right-JO Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 243 Wellington A RHG Fle...
Date: 12-18-2014
By: MC/RI
7225 Sandscove Cf. SUte 1, Wirier Park FL 32792 Phone. (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneSlopCoolirg com License: CAC032444
1 Room name T013 BTH3
2 Exposed well 6.0 ft 0 fl
3 Room height 9.0 ft heat/000l 9.0 ft heaV000l
4
5
Room dimensions
Room area
6.0 x 85 ft
51.0 fF
60 x 55 ft
33.0 tF
Ty Construction U-value Or HTM Area OF) Load Area (fF) Load
number BWhW--o Btuhmft or perimeter (ft) B1uh) or perimeter (ft) BWh)
Heat Cool Gross N/PS Heat Cool Gross N/P/S Heat Cool
6 12B-0sw
4A5.2om
4A5.2om
0.097
0.550
0 550
n
n
n
2.46
13.97
13.97
2.83
13.40
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
4A5.2om
4B5.2trn
0.550
0.540
n
n
13.97
13.71
13.40
13.69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A-4ocs
4A5-2om
4A5-2om
0.143
0.540
0.550
n
n
n
3.63
13.71
13.97
2.91
13.69
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
11 DO
0.550
0.390
n
n
13.97
9.90
13.40
12.31
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
12B-Osw
4A5.2om
4A5-2om
0.097
0.540
0.550
a
a
a
2A6
13.71
13.97
2.83
30.66
28.33
54
3
0
51
0
0
126
41
0
144
92
0
0
0
0
0
0
0
0
0
0
0
0
0
W 13A-4ocs
12B-Osw
0.143
0.097
a
s
3.63
2.46
2.91
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-tom
13A-4ocs
4A5-tom
0.550
0.143
0.550
s
s
s
13.97
3.63
13.97
13.62
2.91
13.67
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
4A5-2omd
128-Osw
0.550
0.560
0097
s
s
w
13.97
14.73
2.46
13.40
14.42
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0Vj!
4B5.2hn
13A.4ocs
0.540
0143
w
w
13.71
3.63
30.66
2.91
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
G
VjJ
t--(` 4A5-2om
12C-Osw
0 540
0.091
w 13.71
2.31
29.41
1.52
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0P
L-D 11D0 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
C 16CR-30ad 0.032 0.81 1.44 51 51 41 74 33 33 27 48
F 19A-Obscp 0295 221 2.00 0 0 0 0 0 0 0 0
F 19C-19csm 0.049 0.43 031 0 0 0 0 0 0 0 0
F 22A-qxn 1.180 29.96 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 19 1
Envelope loss/gain 208 329 27 47
12 a) Infiltration 63 23 0 0
b) Room ventilation 0 0 0 0
13 Internal gains: Oc upants @ 230 0 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 272 352 27 47
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 5 9 29 50
14 Subtotal 277 361 56 97
15 Dud loads 19% 27% 53 98 1T 271/6 11 26
Total room load 330 459 66 124
Air required (cfm) 1 1 19 25 4 7
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
rr 2018-Apr-12 115037
Ar-ZcA Rigtt-SutegUriversal2018 18.0.11 RSU16202 Page 11
1243WelIingtonARHGRexwDoorOpMbth-Nnp Calc=MM House faces: N
wrightsoft' Right-J® Worksheet Job:
Entire House
Date:
By:
One Stop Cooling and Heating
7225 Sandsmve Cl. Suite 1, Wirier Park, FL 32792 Plane: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolirg com License: CAC032444
Lot 243 Wellington ARHG Fle...
12-18-2014
MC/RI
1 Room name WIC3 BED3
2
3
FVosedwell
Room height
12.0 11
9.0 It heat/000l
22.0 e
9.0 ft heat/cool
4
5
Room dimensions
Room area
5.0 x 7.0 It
35.0 tF
135 x 135 11
182.3 fF
Ty Construction
number-
U-value
Bbrh/11 09
Or HTM
Btu
Area OF)
or penmeter (11)
Load
Bblh)
Area OF)
or perimeter (ft)
Load
Bblh)
Heat Cool Gross N/PS Heat Cool Gross N/P/S Heat Cool
6 V 12B.Osw
4A5.2om
4A5-2om
0.097
0.550
0.550
n
n
n
2.46
13.97
13.97
2.83
1340
13.40
63
0
6
57
0
0
140
0
84
161
0
80
122
4
0
118
0
0
289
56
0
332
54
0
11
4A5-2om
4B5-2hn
0.550
0.540
n
n
13.97
13.71
13.40
13.69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A-4ocs
4A5-2om
4A5-2om
0.143
0.540
0.550
n
n
n
3.63
1371
1397
2.91
13.69
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
11DO
0.550
0.390
n
n
13.97
9.90
13.40
12.31
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
y/ 12&0sw
4A5-2om
4A5-2om
0.097
0.540
0.550
a
a
a
2.46
13.71
13.97
2.83
30.66
28.33
45
0
0
45
0
0
Ill
0
0
127
0
0
77
0
15
62
0
0
151
0
209
174
0
425
W
V)!
13A-4ocs
12B-09v
0.143
0.097
a
s
3.63
2.46
2.91
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
I-.G 4A5-2om
4A5-2om
0.550
0.143
0.550
s
s
s
13.97
3.
13.9797
13.62
2.91
13.67
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
07G13A-
4ocs
4A5-2om
4A5-2omd
12B-Osw
0.550
0.580
0.097
s
s
w
13.97
14.73
2.46
13.40
14.42
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0Vj!
I--G 4B5-2tm
13A-4ocs
0.540
0.143
w
w
13.71
3.63
30.66
2.91
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om 0.540 w 13.71 29.41 0 0 0 0 0 0 0 0
P 12C-09w 0.091 231 1.52 0 0 0 0 0 0 0 0
L---D 11DO 0.390 n 9.90 1231 0 0 0 0 0 0 0 0
C 16CR-30ad 0032 0.81 1.44 35 35 28 50 182 182 148 263
F 19A-Obscp 0.295 2.81 2.00 0 0 0 0 24 24 68 48
F 19C-19csoa 0.049 0.43 0.31 0 0 0 0 0 0 0 0
F 22A-cpm 1.180 29.96 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 6 41
Envelope loss/gain 363 413 922 1336
12 a) Infiltration 127 47 233 86
b) Room venblabon 0 0 0 0
13 Internal gains: Oocupants@ 230 0 0 1 230
Appliancesbther 0 0
Subtotal (lines 6 to 13) 490 460 1154 1652
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 18 31
14 Subtotal 490 460 1172 1682
15 Dud loads 1 19% 27% 94 125 19% 27% 225 458
Total room load 1 585 585 1397 2140
Air required (dm) 33 32 1 80 117
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
V"tooTt- 2018-Apr-12115037
ZcA " ""' "' RigN-Sule®Unversal 2018 18.0.11 RSUl6202 Page 12
1243 W elli gtonA RHG RexwDoor OpMblh - N r p Calc - NU8 Horse faces: N
F - wrightsoft' Right-M Worksheet Job:
Entire House Date:
By:
One Stop Cooling and Heating
7225 Sardscove Ct. Suite 1, W irter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolirg cam License: CAC032444
Lot 243 Wellington ARHG Re...
12-18-2014
MUM
1 Room name MBED MHALL
2 Exposed well 375 ft 6.0 ft
3 Room height 9.0 ft heaV000l 9.0 ft heatIcool
4
5
Room dmensions
Room area
1.0 x 289.3 ft
289.3 fF
6D x 6.0 ft
36.0 fF
Ty Construction U-value Or HTM Area OF) Load Area (fF) Load
number Bwhii2-0q Bwh" or perimeter (ft) Bwh) or perimeter (ft) Bwh)
Heat Cool Gross N/P/S Heat Cool Gross N/PIS Heat Cool
6 12B-0sw 0.097 n 2.46 2.83 180 157 387 444 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 15 0 209 201 0 0 0 0
11 4135.2trn 0.540 n 13.71 13.69 8 0 110 110 0 0 0 0
13A-4ocs 0.143 n 3.63 2.91 0 0 0 0 0 0 0 0
4A5.2om 0.540 n 13.71 13.69 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11D0 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
Vjl 1213-0sv 0.097 a 2.46 2.83 36 36 89 102 0 0 0 0
4A5-2om 0.540 a 13.71 3066 0 0 0 0 0 0 0 0
C 4A5.2om 0.550 a 13.97 28.33 0 0 0 0 0 0 0 0
W 13A-4ocs 0.143 a 3.63 2.91 0 0 0 0 0 0 0 0
t-G
12B-Osw 0.097 s 2A6 2.83 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 13.97 13.62 0 0 0 0 0 0 0 0
13A-4ocs 0.143 s 3. 2.91 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 13.9797 13.67 0 0 0 0 0 0 0 0T--G
4A5-2om 0.550 s 13.97 13.40 0 0 0 0 0 0 0 0
4A5.2omd 0.580 s 14.73 14.42 0 0 0 0 0 0 0 0
V)I 12B-0sw 0.097 w 2.46 2.83 122 122 299 344 54 54 133 153
4B5-2hn 0.540 w 13.71 30.66 0 0 0 0 0 0 0 0G
V)/ 13A-4ocs 0.143 w 3.63 2.91 0 0 0 0 0 0 0 0
4A5.2om 0.540 w 13.71 29.41 0 0 0 0 0 0 0 0G
P
L-D
12C-Osw 0.091 2.31 1.52 0 0 0 0 0 0 0 0
11 DO - 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
C 16CR-30ad 0.032 0.81 1.44 289 289 235 417 36 36 29 52
F 19A-Obscp 0295 2.81 2.00 0 0 0 0 0 0 0 0
F 19C-19a= 0.049 0.43 0.31 285 285 123 87 36 36 16 11
F 22A-cpm 1.180 29.96 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 31 3
Envelope loss/gain 1452 1673 178 212
12 a) Infiltration 396 146 63 23
b) Room ventilation 0 0 0 0
13 hlternalgains: Oocupants@ 230 2 460 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 1848 2279 241 236
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 94 103 241 236
14 Subtotal 1942 2382 0 0
15 1 ud loads 1199/6 271/6 1 373 648 19% 27% 0 0
Total room load 2315 3030 0 0
Air required (dm) 132 165 1 0 0
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
ri- wrrlgF tmoit' 2018-Apr-12115037
Rigtt-Sdte®Uriversal2018180.11 RSU16202 Page 13
1243 W ellirgtonA RHG FlexwDoor OpMb1h - N np Calc - MA House faces: N
wrightsoft- Right-M Worksheet
Entire House
One Stop Cooling and Heating
Job: Lot 243 Wellington A RHG Fla...
Date: 12-18-2014
By: MUM
7225 Sardscove Ct. Sute 1 • Winter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolirg mm Llcerse: CAG032444
1 Room name MWIC MTOI
2 Exposed wall 0 it 0 it
3 Room height 9.0 it heat/cool 9.0 8 heat/cool
4 Room dimensions 1.0 x 79.3 it 55 x 4.0 it
5 Room area 79.3 fF 22.0 fF
Ty Construction U-value Or HTM Area (fF) Load Area 012) Load
number BtuMF--q BtuMq or perimeter (A) Btuh) or perimeter (() Btuh)
He; Cool Grass N/P/S Heat Cool Gross N/P/S Heat Cool
6 12B-Osw
4A5-2om
4A5-2om
0.097
0.550
0.550
n
n
n
2.46
13.97
13.97
2.83
13.40
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
4A5-2om
4135-2frn
0.550
0.540
n
n
13.97
13.71
13.40
13.69
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
VN
13A-4ocs
4A5-2om
4A5-2om
0.143
0.540
0.550
n
n
n
3.63
13.71
13.97
2.91
13.69
13.40
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
11 DO
0.550
0.390
n
n
13.97
9.90
13.40
12.31
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
12B-09N
4A5.20m
4A5-2om
0 097
0.540
0.550
a
a
a
2.46
13.71
13.97
2.83
30.66
28.33
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
W 13A-40 s
12B-Osw
0.143
0.097
a
s
3.63
2.46
2.91
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
13A-4ocs
4A5-2om
0.550
0.143
0.550
s
s
s
13.97
3.63
13.97
13.62
2.91
13.67
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
4A5-2omd
126-Osw
0.550
0.580
0.097
s
s
w
13.97
14.73
2.46
13.40
14.42
2.83
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0VjJ
4B5-2hn
13A.4ors
0.540
0.143
w
w
13.71
3.63
30.66
2.91
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
G
t--G 4A5-2om
12C-Osw
0.540
0.091
w 13.71
2.31
2941
1.52
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0P
L-D 11 DO 0.3W n 9.90 12.31 0 0 0 0 0 0 0 0
C 16CR-30ad 0.032 0.81 1.44 79 79 64 114 22 22 18 32
F 19A-Obscp 0295 2.B1 2.00 0 0 0 0 0 0 0 0
F 19C-19csw 0.049 043 0.31 73 73 31 22 18 18 8 6
F 22A-qxn 1.180 29.96 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 2 1
Ernelope loss(gain 96 135 26 37
12 a) Infiltration 0 0 0 0
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants@ 230 0 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 96 135 26 37
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 101 115 10 17
14 Subtotal 197 249 35 54
151 ud loads 1 199/6 279/.l 38 68 19% 279/6 7 15
Total room load 235 317 42 68
Air required (dm) 13 17 2 4
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
wrlgtitaoTt- 2018-Apr-12115037
Wgh-Sute®Uriversal2018180.11 RSU16202 Page 14
I 243 W elluglonA RHG RexwDoor OpMbih- N «p Calc = WJ8 Housefaces N
f- wrightsoft' Right-JO Worksheet Job
Entire House Date:
One Stop Cooling and Heating
ey:
7225 Sandscove Cl. Srite 1, Wirier Park. FL 32792 Plane, (407) 629 - 6920 Fax. (407) 629 - 9307 Web: wwwOneSlopCooling.com License: CAC032444
Lot 243 Wellington ARHG Re...
12-18-2014
MC/RI
1 Room name METH HALL2
2 Exposed well 13.0 It 0 It
3 Room height 9.0 It heaVbDol 9.0 It heaVcool
4 Room dimensions 1.0 x 122.5 It 1.0 x 125.3 It
5 Room area 122.5 IF 125.3 IF
Ty Construction U-value Or HTM Area M) Load Area M) Load
number BtuhM -°F) BWh or perimeter (fl) Btuh) or perimeter (A) BWh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 12B-Osw 0.097 n 2.46 2.83 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11 485-2fm 0.540 n 13.71 13.69 0 0 0 0 0 0 0 0
13A-4ocs 0.143 n 3.63 2.91 0 0 0 0 0 0 0 0
4A5-tom 0.540 n 13.71 13.69 0 0 0 0 0 0 0 0
4A5.2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.97 13.40 0 0 0 0 0 0 0 0
11 DO 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
y!
G
12B-Osw 0.097 a 2A6 2.83 0 0 0 0 0 0 0 0
4A5-tom 0.540 a 13.71 30.66 0 0 0 0 0 0 0 0
G 4A5-2om 0.550 a 13.97 28.33 0 0 0 0 0 0 0 0
W 13A-4o,cs 0.143 a 3.63 2.91 0 0 0 0 0 0 0 0
t-G
12B-0sv 0.097 s 2.46 2.83 0 0 0 0 0 0 0 0
4A5.2om 0.550 s 13.97 13.62 0 0 0 0 0 0 0 0
13A-ors 0.143 s 3. 2.91 0 0 0 0 0 0 0 0
4A5.tom 0.550 s 13.9797 13.67 0 0 0 0 0 0 0 0
4A5.2om 0.550 s 13.97 13.40 0 0 0 0 0 0 0 0
4A5.2omd
12B-Osv
0.580
0.097
s
w
14.73
2.46
14.42
2.83
0
117
0
109
0
26B
0
308
0
0
0
0
0
0
0
0y/
485-2(m 0.540 w 13.71 30.66 8 0 110 245 0 0 0 0G
y/ 13A-4ocs 0.143 w 3.63 2.91 0 0 0 0 0 0 0 0
4A5-2om
12C-Osw
0.540
0.091
w 13.71
2.31
2941
1.52
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
G
P
L-D 11DO 0.390 n 9.90 12.31 0 0 0 0 0 0 0 0
C 16CR-30ad 0.032 0.81 1.44 123 123 100 177 125 125 102 181
F 19A-Obs(p 0295 221 2.00 0 0 0 0 0 0 0 0
F 19C-19= 0.049 0.43 0.31 114 114 49 35 3 3 1 1
F 22A-cpm 1.180 29.96 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 104 2
Envelope loss/gain 527 869 103 179
12 a) Infiltration 137 51 0 0
b) Room ventilation 0 0 0 0
13 Internal gains: Oocupants@ 230 0 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 664 920 103 179
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 93 101 103 179
14 Subtotal 758 1021 0 0
15 Ductloads 19% 27% 145 278 19% 271/6 0 0
Total room load 903 1299 0 0
Air required (dm) 51 71 0 0
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
r+'w =F,!W"t cm,1t- 2018-Apr-12115037
cA "RigN-Srite®Uriversal2018 180.11 RSU16202 Page 15
1243WellirgtonARHGFlexwDoorOpMblh-Nrrp Calc-MJ8 House faces: N
DS SJob: Lot 243Wellington ARHG... wrightsoft•uct System
Summary Date: 12-18-2014 Entire House By:
MCA One'Stop Cooling
and Heating 7225 Sardsmve Ct.
Sute 1, W inter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolirg com License: CAC032444 Project• • For: Park
Square
Homes 2649 Green Swallow
Way, Sanford, FL External static pressure
Pressure losses Available
static pressure
Supply / return available
pressure Lowest friction rate
Actual air flow
Total effective length (
TEL) Heating 0.50
in
H2O 0.16 in
H2O 0.34 in
H2O 0.268 / 0.
072 in H2O 0.135 in/
100ft 1567 cfm 251
Supply Branch
Detail
Table Cooling 0.50
in
H2O 0.16 in
H2O 0.34 in
H2O 0.268 / 0.
072 in H2O 0.135 in/
100ft 1567 cfm Name
Design Btuh)
Htg
Cfm)
Clg
cfm)
Design
FR
Diam
in)
H
x
W
in) Duct Mati
Actual
Ln (
ft)
Ftg.
Egv Ln (
ft) Trunk
BED2 h 3942
224 134 0.135 8.0 Ox 0 VIFx 43.2 155.0 st3 BEDS c 2140
80 117 0.198 6.0 Ox 0 VIFx 20.4 115.0 st4 BED4 c 1912
86 104 0.200 6.0 Ox 0 MFx 19.2 115.0 st4 BED5 c 1914
86 104 0.169 6.0 Ox 0 MFx 38.2 120.0 st5 BTH2 h 884
50 36 0.141 4.0 Ox 0 VI Fx 40.2 150.0 st3 BTH3 c 124
4 7 0.215 4.0 Ox 0 M Fx 14.6 110.0 st4 CAFE h 3029
172 104 0.190 8.0 Ox 0 M Fx 15.7 125.0 SO DROP h 700
40 34 0.171 4.0 Ox 0 VIFx 26.7 130.0 SO FAMILY C 2307
122 126 0.136 6.0 Ox 0 VIFx 41.4 155.0 st3 FLEX h 3825
218 129 0.181 8.0 Ox 0 VIFx 17.7 130.0 SO GAME C 2665
73 145 0.163 8.0 Ox 0 VIFx 39.8 125.0 st5 Krr c 2176 77
118 0.191 5.0 Ox 0 MFx 10.2 130.0 st1 LDRY c 1024 42
56 0.189 4.0 Ox 0 MFx 16.7 125.0 SO LIN c 217 11
12 0.211 4.0 Ox 0 VIFx 11.8 115.0 st4 MBED c 1515 66
82 0.171 5.0 Ox 0 VIFx 36.9 120.0 st5 MBED-A C 1515
66 82 0.169 5.0 Ox 0 VIFx 38.1 120.0 st5 MBTH c 1299 51
71 0.176 4.0 Ox 0 VIFx 32.6 120.0 st5 MTOI c 68 2
4 0.180 4.0 Ox 0 VIFx 29.1 120.0 st5 MWIC c 317 13
17 0.177 4.0 Ox 0 VIFx 31.2 120.0 st5 PAN h 278 16
12 0.196 4.0 Ox 0 VIFx 11.7 125.0 sti T013 c 459 19
25 0.220 4.0 Ox 0 VIFx 11.5 110.0 st4 WIc3 h 585 33
32 0.202 4.0 Ox 0 VIFx 17.5 115.0 st4 WIC4 c 291 15
16 0.201 4.0 Ox0 VIFx 18.0 115.0 st4 wrightsoft- 2018-Apr-12
115039 C 1243 Wellir._. Righ-&
Ae®Uriversal201818.0.
11 RSU16202 Page 1 gtonA RHG FlexwDoor OpMblh-
N rnp Calc = MJ8 Hose faces: N -
Supply Trunk Detail Table
Trunk Htg Clg Design Veloc Diam H x W Duct
Name Type cfm) cfm) FIR fpm) in) in) Material Trunk
sti PeakAVF 962 749 0.135 689 16.0 0 x 0 VinIFIX
st4 PeakAVF 247 312 0.198 706 9.0 0 x 0 VinIFIx st2
st2 PeakAVF 605 818 0.163 765 14.0 0 x 0 VinIFIX
st3 PeakAVF 397 296 0.135 506 12.0 0 x 0 VinIFIX st1
st5 PeakAVF 358 506 0.163 644 12.0 0 x 0 VinIFIX st2
Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct
Name Size (in) cfm) cfm) ft) FIR fpm) in) in) Opening (in) Matl Trunk
rb3 Ox 0 86 104 53.3- 0.135 531 6.0 Ox 0 VIFx
rb2 Ox 0 519 714 32.1 0.225 667 14.0 Ox 0 VIFx
rb1 Ox 0 962 749 49.6 0.145 689 16.0 Ox 0 VIFx
ig tgott- 2018-Apr-12115039
Righ-Suite®Uriversal2018180.11 RSU16202 Page 2
t 243 WellirgtonA RHG FlexwDoor OpMbth- N.rup Calc = M,18 House laces N
9
Static Pressure and Friction Rate Job: Lot 243Wellington ARHG... wri
htsoft Date: 12-18-2014 Entire
House By: MC/RI One
Stop Cooling and Heating 7225
Sardscove CI. Sute 1, W irter Park FL 32792 Phone (407) 629 - 6920 Fax: (407) 629 - 9307 Web. wwwOreSlopCooling.o m License: CAC032444 For:
Park Square Homes 2649
Green Swallow Way, Sanford, FL Heating
Cooling in
H2O) in H2O) External
static pressure 0.50 0.50 Pressure
losses coil
0 0 Heat
exchanger 0 0 Supply
diffusers 0.03 0.03 Return
grilles 0.03 0.03 Filter
0.10 0.10 Humidifier
0 0 Balancing
damper 0 0 Other
device 0 0 Available
static pressure 0.34 0.34 Total•
supply
Return ft)
ft) Measured
length of run -out 13 18 Measured
length of trunk 30 0 Equivalent
length of fittings 155 35 Total
length 198 53 Total
effective length 251 Heating
Cooling in/
100ft) in/100ft) Supply
Ducts 0.135 OK 0.135 OK Return
Ducts 0.135 OK 0.135 OK Supply
4X=35,11 A=20, 11 Gam,"11 G--5,11 A=20, 11 L=25, 11 G=5,1 A--35,11 Gam: Total EL=155 Return
6M=20, 5E1=10, 11 Gam: TotalEL--35 wrightsoft'
2018-Apr-12115039 W.,., .,--,.
Right-SUIe®Uriversal2018180.11 RSU16202 Page 1 ACCK
1243WellirgtonARHGRexwDoorOpMbth-N.rnp Calc-KkB Horsefaces: N
Q 10x10
2g,O 10
cxfm BT
d) \I J _ 4aBED2j
HALL1 _
dJlox 10 db rJ 4
Level 1
3j
u,
4 V
1
GARAGE o
8x4
40
chnli / 0-
L , y DROP
W132 6- I a---
STR1
FAMILY . --
4rO4- _
125ctril -YER_ `4\
114• (// 12'
12x 12 1 IIi1110x610' 11 _
IQ 121
ctrn 'W l ,
II
12.
12 KIT '
PAN 4'
11 _
8x4 10x10
4 -
4 57ctrn
174
ctrn ` I - - \
FLEX FTY
16• _ '
6i 10x1„0, I
a CAFE
aezm i RV
VTW DV VTW Job #:
Lot 243 Wellington C RHG FlexwD... One Stop Cooling and Heating Performed
by MC/RI for: Park
Square Homes 7225 Sandscove Ct. Suite 1 2649
Green Swallow Way Winter Park, FL32792 Senlord.
FL Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www
OneStopCooling.com 0
Scale:
1 : 98 Pape
1 RIa11-
S I10 Unlmsa12018 180.
11 RSU16202 2018-
May-09152526 n
C RHO FIe—Docr CpMbth - Nnp
Level 2
N ,10x6 , MBTH
1 Chn
i
1
EF1 VTR +
8x4 ' ,
10x6
l \ I 87cfm
BEDS \ LRE2^ —5'
MBED
o I O
pYfryryn7
toxl LM Zc
EFt VTR 3 .5' ;
4Cim
10x 10 8x4
12x
10x6
lox 10 87 ctm
lox10
J4gchn B' dh _
1
3 xl8 RA — —' 1 10x10 BED3
GAME V 670m-
1
10 0 I HALL2 8x p \ ,11c0-
x6
Jill
7 c / t. \
db _ EF1 VTR
In A6' 12 I , 4 I - "16'
oxIn10
1 —
18. 9'
4-
Ris-1-1 ,8x4
BEN I •
y
106chn / 6.
r
WIC4
Lot 243 Wellington C RHG FlexwD...
Performed by MC/RI for:
Park Square Fbmes
2649 Green Swallow Way
Sanford, R.
25 chn
8x4
1 0'
i I WIC3
I ZONE DAMPER
16' DAMPER 1 ST FLR
14' DAMPER 2ND FLR
12'BYPASS
l
One Stop Cooling and Heating
7225 Sandscove Cf. Suite 1
Winter Park, FL32792
Phone: (407) 629 - 6920 Fax (407) 629 - 9307
www.0neStopCooling.com
Scale:1 : 98
Page 2
Right -SLAWS uriversal 2018
180.11 ASLJ16202
2018-Maµ09152527
n C RHG FlexwDoor OpMW - Nap
RECORD COPY
DESCRIPTION AS FURNISHED: Lot 243, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93
through 102 of the Public Records of Seminole County, Florida.
PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation);
Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title
Insurance Fund; Bank of America
I
LOT 244 LOT 245
I
N 89043'03" E
1 by 78.14 '
CMOr I
I
29.80' 29.80'
I
LOT 243 Rt
Y
3 I 10.00'
13.3'
I LANAI to
28.14' 1
26.7'
O I
O
aW I PROPOSED RESIDENCE
WELLINGTON - C
O I GARAGE RIGHT o
O O I to A/C
I
5.3'
I
28. 14'
14 7
PORCH 0
o *
I
3'
I20.0'
10.00,
DRIVE
j7
25.2 ' 5.20'
I I10'
UTIL. ESMT.
R= 25.00'
L=39.27'
WALK
C= 35.36'
CB=N 45° 16' 57" W CUR
w
a
6.50'
LOT 242
N 89R43'03" E (B.B.)
SETBACKS AS FURNISHED 53.14 '
FRONT = 25'(')
REAR = 20'
SIDE = 5' (0' LOT) CRE'E1N SI XALL 0 TV TEA Y7.5' (60' LOT)
10' (75' LOT)
SIDE STREET = 25' (60' & 75' LOT) 50' PRIVATE R/W)
15' (40' LOT)
25' FRONT SETBACK CAN BE REDUCED
TO 20' ON CERTAIN LOTS. NO MORE THAN PLOT PLAN ONLY
2) IN SUCCESSION AT 20' AND A MINIMUM PLOT PLAN AREA CALCULATIONS NOT A SURVEY
OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 8,852 t SQUARE FEET
PROPOSEn = FINSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT = TOTAL f SQUARE FEET FLATWORK
PER DRAINAGE PLANS G DRIVE 403/ 1 10= 513 t SQUARE FEET FOUNDATION/PAD 2.OU 1 * SQUARE FEET
PROPOSED DRAINAGE FLOW i9 WALKS 39/ 1,040 1,079 t SQUARE FEET REAR PATIO 178 t SQUARE FEET
FRONT PORCH DECK 96 f SQUARE FEETLOTGRADINGTYPEASOD6,1161 1,135= 7,251 f SQUARE FEET POOL DECK N/A f SQUARE FEET
PROPOSED F.F. PER PLANS = 25.2' QQ NOTE., FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT ' NOT FIELD VERIFIED
CRUS'E'NML'YL'R-ASCOTT ASSOC, INC. - LAND SURVEYORS
LEGEND - LEGEND -
5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658- 1436P . PLAT POA_ • POINT ON LINE
r FIELD TYP. TYPICAL NOTES:
IP. IRON PIPE IRC. • POINT OF REVERSE CURVATURE
IRON ROD CC. OF COMPWND CURVATURE 1. TH£ UNDERSICNEO DOES HEREBY CERTIFY MAT TMS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF
RADIICAL • MONUMENT • RADIALC PROFESSIONAL SURVEYORS AND MAPPERS IN CINPTER 5J-17 FLORIDA ADMINISTRAINE CODE PURSUANT TO SECTION 472.027. FLORIDA STATUES
MR.RADSCTI.R. 1/2' IR../NLB AS96 MR. NON -RADIAL1/2' I.R. 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL. THIS SURVEY MAP OR COPIES ARE NOT VALID.
REC. RECOVERED V.P. WITNESS POINT J THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. MERE MAY BE OTHER RESTRICTIONS
POB. POINT Or BEGINNING CALL. CALCULATED OR EASEMENTS ?HAT .AFFECT 1HIS PROPERTY.
P.O.[. POINT Or COMMENCEMENT RDA PERMANENT REFERENCE MONUMENT
LIS
BUILDING FLOOR ELEVATION
A, NO UNDERGROUND IMPROVEMENT; RAWBEEN LOCATED UNLESS OTHERWISE SHOWN.
NLD NAIL L DISK B.SL. BUILDING SETBACK LILACNLS 5 THIS SURVEY IS PREPARED FOR THZ SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RCUED UPON BY ANY OTHER ENTITY.
RALLR/V •RIGHT-Or-VAY BA BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCATIG;J OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES.
ESMT. EASEMENT B.B. BASE BEARING 7 BEARINGS, ARE BASED ASSUUED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.O.)
DRAIN. DRAINAGE
UTIL. UTILITY
6. ELEVATIONS. I! SHOWN. ARC BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS 0 RwISE NOTC0
CLFC. CHAIN LINK FENCE 9. CERTIFICAP' OF AUTHORIZATION No. A596.
vDFC. v00 FENCE
C/B CONCRETE BLOCK SCALE 1-- I- - •.• A D2ODRAWNBY:
PC. POINT Or CURVATURE
PT Pa N+T Or TANGENCY
DCSC. DESCRIPTION CERTIFIED BY: DATE ORDER No.
R • RADIUS PLOT PLAN 04-03-2018 2024-16
L ARC LENGTH
D DELTA PLOT PLAN 05-10-2018 2986-18
C CNORO
C.p. CHORD BEARING
NORTH
THIS BUILDING\PROPERTY DOES NOT LIE WITHIN - - - -jii4
C/
j-
THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRMTO RER, R.L.S); 4714 ZONE •
IL- MAP / 121F7COO9O F (09-28-07) JAM .
L.S 1 4801
Q0 Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
MiTek® RECORD COPY
RE: PSQ3096C_-_T - Park Sq. Hms./ WELLINGTON - 3096-C_TRAY MiTek USA, Inc.
Site Information:
669904 ParkeEastBlvd. Customer
Info: PARK SQUARE HMS. Project Name: PSQ3096C-T Model: WELLLA9)-e1/11 RAY Lot/Block:
243 Subdivision: WYNDHAM PRESERVE 60' Address: 2649
GRGEEN SWALLOW WAY City: SANFORD
State: FLORIDA Name Address
and License # of Structural Engineer of Record, If there is one, for the building. Name: License #:
Address: City:
State:
General Truss
Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions):
Design Code:
FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code:
ASCE 7-10 Wind Speed: 140 mph Roof Load:
50.0 psf Floor Load: 55.0 psf This package
includes 64 individual, dated Truss Design Drawings and 0 Additional Drawings. With my
seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sh tO\JILD/ conforms to
61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. ISeal#
ITruss Name Date No. Seal# IT13972115 ITrussName I Date 1 1
T13972104 14CJ1 5/7/18 12 ID1 5/7/18 2 1
T13972105 14CJ3 5/7/18 13 IT13972116 I D2 5/7/18 3 IT13972106
14J5 5/7/18 114 T13972117 JE1 5/7/18 4 IT13972107
14KJ5 5/7/18 115 1 T13972118 1 E2 1 5/7/18 5 IT13972108
1A1 5/7/18 116 1 T13972119 1 E3 5/7/18 6 IT13972109
IC1 5/7/18 117 1 T13972120 I E4 5/7/18 7 1
T13972110 1CJ1 5/7/18 118 IT13972121 IE5 5/7/18 8 IT13972111
I CJ3 517/18 119 T13972122 1 E6 5/7/18 9 IT13972112
I CJ3T 5/7/18 120 T13972123 1 E7 517/18 10 IT13972113
I CJ5 5/7/18 121 IT13972124 I E8 5/7/18 11 IT13972114
I CJ5T 5/7/18 122 1 T13972125 JE9 5/7/18 SAJop o
A
REVISION1S,
1?,
S` This item
has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies
of this document are not considered signed and sealed and the signature must be verified on any electronic copies
The truss
drawing(s) referenced above have been prepared by MiTek USA, Inc.
under my direct supervision based on the parameters provided by
Mid -Florida Lumber Acquisitions, Inc.. Truss Design
Engineer's Name: Velez, Joaquin My license
renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE:
The seal on these truss component designs is a certification that the
engineer named is licensed in the jurisdiction(s) identified and that the designs comply
with ANSI/rPI 1. These designs are based upon parameters shown (e.
g., loads, supports, dimensions, shapes and design codes), which were given to
MiTek. Any project specific information included is for MiTek's customers file reference
purpose only, and was not taken into account in the preparation of these designs.
MiTek has not independently verified the applicability of the design parameters or
the designs for any particular building. Before use, the building designer should verify
applicability of design parameters and properly incorporate these designs into the
overall building design per ANSI/TPI 1, Chapter 2. 111111rr OP1.
0
pU
I
N. VE 1 J •' G.
E.N S No 68182
0'. STATE
OF :
4/Al S/
ONAk-
E oo 1111111111JnaqulnVelez
PE No.68182 MITek USA,
Inc. FL Cert 6634 6904 Parke
East Blvd. Tampa FL 33610 Dater May
7,
2018 Velez, Joaquin
1 of 2
RE: PSQ3096C= _T - Park Sq. Hms./ WELLINGTON - 3096-C_TRAY
Site Information:
Customer Info: PARK SQUARE HMS. Project Name:
Lot/Block: 243 Subdivision
Address: 2649 GRGEEN SWALLOW WAY
PSQ3096C-T Model: WELLINGTON 3096-C / TRAY
WYNDHAM PRESERVE 60'
City: SANFORD State: FLORIDA
No. Seal# Truss Name Date
23 IT13972126 E10 5/7/18
24 IT13972127 F1 15r7118
25 IT13972128 I F2 5/7/18
26 IT13972129 I F3 5/7/18
27 IT13972130 I F4 5/7/18
128 IT13972131 I F5 15/7/18 I
129 IT13972132 I F6 1517/18 I
I30 IT13972133 I F6A 15/7/18 I
131 IT13972134 I F613 1517/18 I
32 IT13972135 I F7 5/7/18
33 IT13972136 I F8 5/7/18
34 IT13972137 I F8A 5/7/18
135 IT13972138 1 F9 15/7/18 I
136 IT13972139 I FT1 15/7/18 I
137 IT13972140 I FT2 15/7/18 I
138 IT13972141 I G1 15/7/18 I
39 IT13972142 I G2 5/7/18
40 IT13972143 JG3 5/7/18
41 IT13972144 I G4 5/7/18
142 IT13972145 I G5 15/7/18 I
143 IT13972146 I G6 15/7/18 I
44 IT13972147 IG7 5/7/18
45 IT13972148 H1 5/7/18
46 IT13972149 JJ3 5/7/18
47 IT13972150 JJ5 5/7/18
148 IT13972151 I J7 15/7/18 I
149 IT13972152 I J7T 15/7/18 I
50 IT13972153 JKJ3 5/7/18
51 IT13972154 I KJ5 15/7/18 I
52 IT13972155 IKJ7 5/7/18
53 IT13972156 JKJ7T 5/7/18
154 IT13972157 I KJ68 15/7/18 I
155 IT13972158 I L1 15/7/18 I
156 IT13972159 I L2 15/7/18 I
57 IT13972160 10 5/7/18
58 T13972161 JL4 5/7/18
59 IT13972162 IM1 5/7/18
60 IT13972163 I M2 15/7/18 I
61 IT13972164 I N1 15/7/18
162 IT13972165 I P1 15/7/18
163 IT13972166 I P2 15/7/18
164 IT13972167 I P3 15/7/18
2 of
it
Job Truss Truss Type 0ty Ply Park Sq Hms / WELLINGTON - 3096-C TRAY
T13972104
PS03096C_-_T 4CJ1 JACK 8 1
Job Reference (optional)
Mid-Flonda Lumber, Barlow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:18.14 2018 Page 1
ID:emwhR10vL27 4p7vpZM3zHy3IYx-xh6Xovis2sOhBHT4R5aPaZeLEsklOKK5_L7vPLzlwL7
1-0-0 1-0-0
1-0-0 1-M
2x4 =
Scale = 1,6 1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 009 Vert(LL) -0 00 5 >999 240 MT20 244/190
TCDL 20.0 Lumber DOL 1.25 BC 001 Vert(CT) -0.00 5 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 4 n/a n/a
BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Wnd(LL) -0.00 5 >999 360 Weight: 5 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=12/Mechamcal, 2=170/0-7-8. 4=-3/Mechanical
Max Horz 2=27(LC 10)
Max Uplift 3=-4(LC 7). 2=-63(LC 10), 4=-3(LC 1)
Max Grav 3=14(LC 15), 2=170(LC 1), 4=7(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vesd=108mph; TCDL=4 2psf; BCDL=3.Opsf h=15ft, B=45h, L=24ft, eave=5ft; Cat.
II; Exp B; Part. Encl.. GCpi=O 55, MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for
reactions shown; Lumber DOL=1 60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 2, 4.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.661112
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tempe FL 33610
Date:
May 7,2018
Q WARNING - Vsrlfy design parameters and READ NOTES ON TMS AND INCLUDED AfITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MlTakm connectors This design Is based only upon parameters shown, and Is for an Individual bustling component, not •
a buss system. Before use, the bustling designer must verity the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional lemporory end permanent bracing MiTek'
Is stays required for stablldy and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSUTP11 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq., Hms./ WELLINGTON - 3096-C TRAY
T13972105
PS03096C_-_T 4CJ3 JACK 8 1
ob Reference (optional
Mid-Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 Mi rek Industries, Inc. Mon May 7 10:18:15 2018 Page 1
ID:emwhR10vL27 4p7vpZM3zHy31Yx-Ptgv?FjUp98YpR2G7p5e7m7WXG30InaEC7lSyozlwL6
1-" 3-"
2x4 =
3-"
1st
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Udefl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) 0.00 7 999 240
TCDL 20.0 Lumber DOL 1 25 BC 0.11 Vert(CT) 0.01 4-7 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a
BCDL 100 Code FBC2017/TPI2014 Matrix -MP Wind(ILL) 0.00 4-7 999 360
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=91/Mechanical, 2=240/0-7-8, 4=43/Mechanical
Max Horz 2=52(LC 10)
Max Uplift 3=-34(LC 10), 2=70(LC 10), 4=1(1.0 10)
Max Grav 3=93(LC 15), 2=240(LC 1), 4=56(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
Scale = 1 9 4
PLATES GRIP
MT20 244/190
Weight: 11 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat.
II; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 4.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.88182
MiTek USA, Inc. FL Cart 6634
89D4 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
Q WARNING - Verify design pororn.1 and READ NOTES ON TMS AND INCLUDED MiTEK REFERENCE PACE MU-7473 rev. 1OM312015 BEFORE USE.
Design valid for use only with MfTekO connectors. This design Is based only upon parameters thrown, and Is for an Individual building component. not '•
a truss system. Before use, the building designer must verity the applicablllty of design parameters and properly Incorporate this design Into the overall
buIlding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricatlon, storage, delivery, erection end bracing or trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-C TRAY
T13972106
PS03096C_-_T 4J5 JACK 8 1
Job Reference o tional
Mid -Florida Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10.18:15 2018 Page 1
ID.6yU3fM 1 X6LFriyZ5NHtl Wy31Yw-Ptgv?FjUp98YpR2G?p5e7m7Ql G?WInaEC7lSyozlwL6
1-0-0 5-M
1-0-0 5-0.0
2x4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 046 Vert(LL) 0.03 4-7 999 240
TCDL 200 Lumber DOL 1.25 BC 0.36 Vert(CT) 0.07 4-7 807 180
BCLL 0.0 Rep Stress Incr NO WB 000 Horz(CT) 0.00 2 n/a n/a
BCDL 100 Code FBC2017frP12014 Matrix -MP Wind(LL) 0.04 4-7 999 360
LUMBER.
TOP CHORD 2x4 SP No 2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=165/Mechanical, 2=335/0-7-8, 4=73/Mechanical
Max Horz 2=78(LC 10)
Max Uplift 3=-65(LC 10), 2=-87(LC 10), 4=2(1_C 10)
Max Grav 3=169(LC 15), 2=335(LC 1), 4=98(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:12.7
PLATES GRIP
MT20 2441190
Weight 17 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 1D-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; save=5ft; Cat.
II; Exp B, Part. Encl , GCpi=0.55; MWFRS (directional) and C-C Extenor(2) zone;C-C for members and forces S MWFRS for
reactions shown; Lumber OOL=1.60 plate grip DOL=1 60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 4
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6034
6904 Parke East Blvd. Tampa FL 33610
Dots:
May 7,2018
Q WARNING - Verity design panmaten and READ NOTES ON TNIs AND INCLUDED WTEK REFERENCE PAGE MII.7473 rev. 1"3/2015 BEFORE USE.
Design valid for use only with MlTelc® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
a truss system Before use, the building designer must verity the applicability of design parameters end properly Incorporate this design Into the overall
building design Bradng Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek,
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection end bracing of trusses and truss systems, See ANSI1TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Lea Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36810
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-C_TRAY
T13972107
PS03096C_-_T 4KJ5 MONO TRUSS 4 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10,18:16 2018 Page 1
I D:6yU3fM 1 X6LFriyZ5NHIl Wy31Yw-u4EHDak6aTGPOadTZWctf_RJCgHhUEgN RfUOU EziwL5
1-5-0 3-11-10 7.0-14
1.5-0 { 3.11-10 3-1-4
2 62 12
2x6 =
Scale= 1.15.8
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 25 TC 0.96 Vert(LL) 009 4-7 955 240 MT20 244/190 TCDL
20.0 Lumber DOL 1 25 BC 062 Vert(CT) 0 25 4-7 335 180 BCLL
0.0 Rep Stress Incr NO WB 0 00 Horz(CT) 000 2 n/a n/a BCDL
10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 009 4-7 956 360 Weight: 24 lb FT = 0% LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SIP No 2 REACTIONS. (
lb/size) 3=292/Mechanical, 2=331/D-7-8, 4=110/Mechanical Max
Horz 2=70(LC 8) Max
Uplift 3=-112(LC 8), 2=-91(LC 8) Max
Grav 3=292(LC 1), 2=331(LC 1). 4=148(LC 3) FORCES. (
lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown BRACING -
TOP
CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT
CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES-
1)
Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3 Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II;
Exp B; Part. Encl., GCpi=0.55; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2)
This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads 3) '
This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. 4)
Refer to girder(s) for truss to truss connections 5)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jl=lb) 3=
112. 6)
In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD
CASE(S) Standard 1)
Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25 Uniform
Loads (plf) Vert:
1-2=80 Trapezoidal
Loads (pit) Vert:
2=0(F=40, B=40)-10-3=-141(F=-31, B=-31), 5=0(F=10, B=10)-to-4=35(1`=8, B=-8) Q
WARNING - verity design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design
valid for use only with Mrek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, nor truss
system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building
design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is
always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,
storage, delivery, erection and bracing or trusses and truss systems, see ANSIITPII Quality Criteria, OSB-0e and BCSI Building Component Safety
Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This
Item has been electronically
signed and sealed
by Velez, Joaquin, PE using
a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified on
any electronic copies. Joaquin
Velez PE No.68182 MTek
USA, Inc. FL Cart 6834 6904
Parke East Blvd. Tampa FL 33610 Date:
May
7,2018 WOW
6904
Parke East Blvd. Tampa,
FL 36610
Job Truss Truss Type 0ty Ply Park Sq. Hms./ WELLINGTON - 3096-C_TRAY
T13972108
PS03096C_-_T Al HIP 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:18:17 2018 Page 1
I D:6yU3fM 1 X6LFriyZ5NHIIV Vy31Yw-MGogOvdkLnPG2kBf6E86CBCh64ZPDZ3XgJEZOgzlwL4
1-0-0 5-0-0 10-0-0 ( 15-M 20-0-0
i 1To 5-0-0 5-0-0 5-0-0 5-0-0
5x8 =
4.00 112
16
1x4 II 5x8 =
4 17 18 5
Scale = 1,34 9
t2
Id
3x6 =
1z4 II 6x8 = 1x4 II 34 =
5-1-12 10-0-0
5-1-12 4-10.4
14-10-4 I 20-M
4-10-4 5-1-12
Plate Offsets (X Y)— f2'0-1-6 Edael f3.0-5-8 0-2-81. 15.0-5-8 0-2-81 f6:0-1-6.Edael, 18:0-4-0 0-3-41
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 25 TC 0.82 Vert(LL) -0.21 8 >999 240 MT20 244/190
TCDL 20.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0 50 8 >477 180
BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(CT) 010 6 n/a n/a
BCDL 10.0 Code FBC2017rrPI2014 Matrix -MR Wind(ILL) 016 8 >999 360 Weight: 83 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-1-0 oc purlins.
3-5: 2x4 SP No.1 BOT CHORD Structural wood sheathing directly applied or 7-10-10 oc bracing.
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 6=1588/0-7-8, 2=1672/0-7-8
Max Horz 2=25(LC 7)
Max Uplift 6=-246(LC 8), 2=-282(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-4191/703, 3-4=-5127/876, 4-5=-5127/876, 5-6=-42OW710
BOT CHORD 2-9=-636/3946, 8-9=-632/3961, 7-8=-640/3978, 6-7=-644/3963
WEBS 3-9=0/270, 5-7=0/273, 4-8=-668/181, 3-8=209/1349, 5-8=-213/1338
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.OpsY h=15tt, B=45ft; L=24ft; eave=oft; Cat.
II; Exp B; Encl , GCpi=O 18; MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except pl=lb)
6=246, 2=282
7) Girder carries hip end with 5-0-0 end setback. This Item has been
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 278 lb down and 74 lb up at electronically signed and
15-0-0, and 278 lb down and 74 lb up at 5-0-0 on top chord. The design/selection of such connection device(s) Is the responsibility sealed by Velez, Joaquin, PE
of others. using a Digital Signature.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or beck (B). Printed Copies Of this
LOAD CASE(S) Standard document are not considered
1) Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25 signed and sealed and the
Uniform Loads (plf) signature must be verified
Vert: 1-3=80, 3-5=-128(F=-47), 5-6=80, 10-13=32(1`=12)
On any electronic copies. Concentrated Loads (lb) Joaquin Velez PE No.88182
Vert: 3=233(F) 5=-233(F) MTak USA, Inc. FL Cart 6834
59D4 Parke East Blvd. Tampa FL 33610
Date-.
May 7,2018
e WARNING - Verity design pammetara and READ NOTES ON TMS AND INCLUDED MI TEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MRek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
a buss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
bullding design Bracing Indlcated Is to prevent buckling of Individual buss web and/or chord members only Additional temporary and permanent bracing MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIII Quality Criteria, DSB49 and BCSI Building Component 6901 Parke East Blvd
Safety information available from Truss Plate Institute. 218 N Lee Street, Suite 312. Mexandria. VA 22314 Tamps, FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-C TRAY
T13972109
PS03096C_-_T C1 MONO HIP 1 1
Job Reference (optional
Mid-Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:18:17 2018 Page 1
ID:3Lcg422odzVZxGjUVhvmawy3lYu-MGogOwlkLn PG2kBf6E86CBCm_4ezDeYXgJEZOgzlwL4
1-0-0 5-0-0 8-0-0
rr
1-01
i
5-" 3-0-0
4x8 =
10
1 5x4 11
4
2x4 = 5
3x4 =
Scale= 1 197
5-0-0 1 B-0-0
5-0-0 3-0-0
Plate Offsets (X,Y)— 12 D-0-0 0-0-41 13 0-5-0 0-2-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.02 6-9 >999 240 MT20 244/190
TCDL 200 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.08 6-9 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(CT) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 002 6-9 >999 360 Weight: 38 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 *Except* BOT CHORD Structural wood sheathing directly applied or 1D-0-0 oc bracing.
4-5: 2x4 SP No 2
REACTIONS. (lb/size) 2=644/0-7-8, 5=716/Mechanical
Max Horz 2=91(LC 8)
Max Uplift 2=-104(LC 8), 5=-147(LC 8)
Max Grav 2=644(LC 1), 5=740(LC 13)
FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 2-3=735/105
BOT CHORD 2-6=-115/598, 5-6=1131610
WEBS 3-6=0/278, 3-5=-818/152
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10. Vult=140mph (3-second gust) Vesd=108mph; TCDL=4.2ps1; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft, Cat
11; Exp B. Encl.. GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members
6) Refer to girder(s) for truss to truss connections. This item has been7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
2=104, 5=147. electronically signed and
8) Girder carries hip end with 0-0-0 right side setback, 5-0-0 left side setback, and 5-D-0 end setback. Sealed by Velez, Joaquin, PE
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 287 lb down and 86lb up at using a Digital Signature.
5-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others Printed copies of this10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
document are not considered
LOAD CASE(S) Standard signed and sealed and the
1) Dead + Roof Live (balanced). Lumber Increase=l 25, Plate Increase=l 25 signature must be verified
Uniform Loads (plf) oany electronic copies. Vert: 1-3=80, 3-4=-134(F=-54), 5.7=34(F=14) Joaquin Velez PE No.88182 Concentrated
Loads (lb) MiTek USA, Inc. FL Cart 6834 Vert:
3=-233(F) 89D4 Parke East Blvd. Tampa FL 37810 Data:
May
7,2018 WARNING -
Vrlly d-Ign panmafars and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE Mil-7473 rw. 10/02/2015 BEFORE USE. Design
valid for use only with MiTek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not • a
truss system Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building
design Bracing Indicated Is to prevent buckling of Individual trust web and/or chord members only. Additional temporary and permanent bracing Welk' Is
always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety
Information available from Truss Plate Institute, 218 N. Lee Street. Suits 312. Alexandria. VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq Hms./ WELLINGTON - 3096-C_TRAY
T13972110
PS03096C_-_T CJ1 JACK 18 1
Job Reference (optional
Mid-Florida Lumber. Bartow, FL. 8.130 s Mar 11 2018 Mifek Industries, Inc Mon May 7 10:18,18 2018 Page 1
ID:3Lcg422odzVZxGjUVhvmawy3lYu-gSM2eGmM64X6gumrgxfLkPl?fr5Jy8Kgvzz7Y7z1wL3
r- -1-5-0j 1-
0-0 1-
5-0 1-0.0 Scale:
1.5"ol' LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in loc) VdeO Ud PLATES GRIP TCLL
200 Plate Grip DOL 1 25 TC 0.19 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL
20.0 Lumber DOL 1 25 BC 003 Vert(CT) 000 7 >999 180 BCLL
0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 4 n/a We BCDL
10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 7 >999 360 Weight: 6 lb FT = 0% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT
CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing REACTIONS. (
lb/size) 3=-6/Mechanical, 2=244/0-7-8, 4=-26/Mechanical Max
Horz 2=52(LC 10) Max
Uplift 3=-6(LC 1). 2=-118(LC 10).4=-26(LC 1) Max
Grav 3=13(LC 10), 2=244(LC 1), 4=27(LC 10) FORCES. (
lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown NOTES-
1)
Wind: ASCE 7-10. Vult=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=25ft; B=45ft; L=24ft, eave=5ft, Cat. 11;
Exp B. Encl , GCpi=0.18, MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces 6 MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1 60 2)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurtenl with any other live loads. 3) •
This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. 4)
Refer to girder(s) for truss to truss connections 5)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except 61=1b) 2=
118 This
item has been electronically
signed and sealed
by Velez, Joaquin, PE using
a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified on
any electronic copies. Joaquin
Velez PE No.88182 MiTak
USA, Inc. FL Cert 6634 89D4
Parke East Blvd. Tampa FL 33610 Dab:
May
7,2018 WARNING -
Vsrlfy design parameters and READ NOTES ON THIS AND INCLUDED Mf rEK REFERENCE PAGE Mf1-7473 rev 10/03/2015 BEFORE USE. Design
valid for use only with MlTek(V connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not • truss
system Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building
design Bracing Indiuled Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' IsalwaysrequiredforstabilityandtopreventCollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthelubrication,
storage, delivery, erection and bracing of trusses and truss systems, $ea ANSUTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety
Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Ory Ply Perk Sq. Hms./ WELLINGTON - 3096-C TRAY
T13972111
PS03096C - T CJ3 JACK 10 1
Job Reference o do e
Mid -Florida Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10 18.19 2018 Page 1
I D:XXACH0300GdOZOIg2PO777y3IYt-IfwOrcn7lOfzH2L2EeAaHcFiAPIQihbag7djg5ZzIwL2
1.5-0 3-0-0
1-5-0
I
3.0-0
Scale = 1.13.1
3-"
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 25 TC 0.19 Vert(LL) 0.00 4-7 999 240 MT20 244/190
TCDL 200 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.01 4-7 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 100 Code FBC2017rrP12014 Matrix -MP Wind(LL) 0.00 4-7 999 360 Weight: 12 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=87/Mechanical, 2=288/0-7-8, 4=33/Mechanical
Max Horz 2=85(LC 10)
Max Uplift 3=-30(LC 10). 2=-93(LC 10)
Max Grav 3=87(LC 1), 2=288(LC 1), 4=53(LC 3)
FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat.
ll, Exp B, Encl.. GCpl=0.18; MWFRS (directional) and C-C Exterlor(2) zone;C-C for members and forces a MWFRS for reactions
shown; Lumber DOL=1.60 plate grip COL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide
will fit between the bottom chord and any other members
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.66162
MTek USA, Ind. FL Cert 6634
5904 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
WARNING . Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1 "3120/5 BEFORE USE.
Design valid for use only with MITek® connectors, This design Is based only upon parameters shown. and Is for an Individual building component, not •
a truss system Before use, the bustling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary end permanent bracing M iTe k' Is always required for slablley and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Perk Sq. Hms./ WELLINGTON - 3096-C TRAY
T13972112
PSQ3096C_-_T CJ3T JACK 4 1
Job Reference foolionall
Mid -Florida Lumber, Banow, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:18,19 2018 Page 1
I D:nl sMEIrRhGCXjAvptrj7vvy3 WkB-IfwQrrnitOfzH2L2EeAaHcHAPIQIhbDg7djg5ZzlwL2
1.5-0 2-3-8 3.0-0
1-5-0 2.3.8 0.8-8
2
Scale = 1:13 1
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.00 6 999 240 MT20 244/190
TCDL 20.0 Lumber DOL 1.25 BC 008 Vert(CT) 0 01 6 999 180
BCLL 0.0 Rep Stress Incr NO WB 0 02 Horz(CT) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.01 6 999 360 Weight: 14 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SIP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=113/Mechanical, 2=288/0-7-8, 5=6/Mechanical
Max Horz 2=85(LC 10)
Max Uplift 4=-25(LC 10), 2=-93(LC 10)
Max Grav 4=113(LC 1), 2=288(LC 1), 5=13(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-D-0 oc purlins
BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=2411; eave=5ft, Cat.
II, Exp B; Encl.. GCpi=O 18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces S MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1 60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.88182
MiTek USA, Inc. FL Cert 6634
99D4 Parke East Blvd. Tampa FL 33010
Date:
May 7,2018
WARNING . Vrlfy design paramot— snd READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MI1.7473 rov. 10/03/2015 BEFORE USE.
Design valid for use only with MITekO connectors This design Is based only upon parameters shown, end Is for an IndMdusl building component, not '•
truss system. Before use, the building designer must vent' the oppitcablbly of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW
Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
labricallon, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI7 Quality Criteria, DS849 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Insbtuts. 218 N Lee Street, Sude 312, Alexandria. VA 22314 Tampa, FL 36610
J Truss Truss Type Qly Ply Park Sq. Hms./ WELLINGTON - 3096-C_TRAY
T13972113
PSQ3096C - T CJ5 JACKob81
Job Reference o tional
Mid -Florida Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc Mon May 7 10:18:20 2018 Page 1
I D:XXACH030OGdQZQlg2PQ777y3fYt-mrUo2yndeingvCwEoMhpgpgH 1 H1PQ 1 pzMHSDd7zlwL 1
1-5-0 5-0-0
r
1-5-0 5-0-0
2x4 =
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl Ud
TCLL 20.0 Plate Grip DOL 1 25 TC 0.46 Vert(LL) 0.02 4-7 999 240
TCDL 20.0 Lumber DOL 1.25 BC 0.31 Vert(CT) 0.07 4-7 888 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 100 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.03 4-7 999 360
LUMBER -
TOP CHORD 2x4 SIP No 2
BOT CHORD 2x4 SP No 2
REACTIONS. (lb/size) 3=164/Mechanical, 2=376/0-7-8, 4=67/Mechanical
Max Horz 2=118(LC 10)
Max Uplift 3=-61(LC 10). 2=-96(LC 10)
Max Grav 3=164(LC 1), 2=376(LC 1), 4=96(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale = 1 18 0
PLATES GRIP
MT20 244/190
Weight: 18 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25f1; B=45ft; L=24R; eave=5ft; Cal.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for reactions
shown; Lumber DOL=1 60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
3) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.88182
MiTek USA, Inc. FL Cart 6834
6904 Parka East Blvd. Tampa FL 33610
Date:
May 7,2018
Q WARNING - Verify design param r and READ NOTES ON TMS AND INCLUDED AVTEK REFERENCE PAGE 11,111-7472 rov. 10/03/2015 BEFOREUSE. Design valid for use
only with MiTek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not • truss system. Before use,
the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated
Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stebtlilyandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection
and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, OSB49 and BCSI Building Component 6901 Parke East Blvd. Safety Information available from
Truss Plate Institute, 218 N Lee Street, Suite 312. Ale"ridde, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Perk Sq. Hms./ WELLINGTON - 3096-C_TRAY
T13972114
PS03096C_7T CJST JACK 4 1 Job
Reference (optional) Mid -
Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:18 20 2018 Page 1 ID:
FUQkSes3SeKOLKU7QZEMR7y3WkA-mrUo2yndeingvCwEoMhpgpqEpHk5Q1JzMHSDd7zlwL1 2-
3-8 _ 3-3-8 5-0-0 1-
5-0 2-3-8 1-0-0 1-8-8 dl
2x4 =
i
2-
3.8 i 3-3-8 5-0-0 4-
A 1-r1.rl 1-" Scale =
1 18.0 LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in floc) UdeO Ud PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0 O6 8 960 240 MT20 244/190 TCDL
20.0 Lumber DOL 1 25 BC 0.20 Vert(CT) 0.16 8 379 180 BCLL
0.0 Rep Stress Incr NO WB 0.03 Horz(CT) 0.05 6 n/a n/a BCDL
100 Code FBC2017rrPI2014 Matrix -MP Wind(LL) 0.09 8 661 360 Weight: 21 lb FT = 0% LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SP No 2 WEBS
2x4 SP No.3 REACTIONS. (
lb/size) 5=214/Mechanical, 2=376/0-7-8, 6=16/Mechanical Max
Horz 2=118(LC 10) Max
Uplift 5=-62(LC 10), 2=-96(LC 10) Max
Grav 5=214(LC 1), 2=376(LC 1), 6=33(LC 3) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING -
TOP
CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins BOT
CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing NOTES-
1)
Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCOL=4 2psf, BCDL=3.Opsf h=25ft, B=45ft; L=24ft; eave=5ft; Cat II;
Exp B; Encl., GCpl=0.18; MWFRS (directional) and C-C Extenor(2) zone;C-C for members and forces 6 MWFRS for reactions shown,
Lumber DOL=1.60 plate grip DOL=1.60 2)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3) '
This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. 4)
Refer to girder(s) for truss to truss connections. 5)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2. This
item has been electronically
signed and sealed
by Velez, Joaquin, PE using
a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified on
any electronic copies. Joaquin
Velez PE No.08102 MiTek
USA, Inc. FL Cert 6834 09D4
Parke East Blvd. Tampa FL 33010 Date:
May
7,2018 Q
WARNING - verify design parametars and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev, 10103/20/5 BEFORE USE. Design
valid for use only wdh MiTak® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not • truss
system Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall huiioing
design. Bracing indicated is to prevent buckling of Individual buss web and/or chord members only Adddlonal temporary and permanent bracing MiTek' IsalwsysrequiredforslablldyandtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefahr¢
atlon, conga, delivery eredbn and bracing of trusses and truss systems, see ANSI/TPI7 Quality Criteria, DSB49 and SCSI Building Component 8904 Parke East Blvd.Safety
Informatlon avallabie from Truss Plate Institute, 218 N Lee Street, Suite 312. Nexandria, VA 22314. Tampa, FL 36610
Job Truss Truss,Type Oly Ply Park Sq. Hms./ WELLINGTON - 3096-C_TRAY
T13972115
PS03096C_-_T D1 MONO HIP 2 1
Job Reference (optional)
Mid -Florida Lumber, Bartow,FL 8 130 Is Mar 11 2018 MITek Industries, Inc. Mon May 7 10:18:21 2018 Page 1
I0:7jkaVk429alH Battc6yEgLy31Ys-E 11 AGloFP7vhXMVOL3C2M 1 NPRhyN90Z6bxCn9RzlwLO
1-0.0 5-0-0 6.8-0
1-0-0 5-M 1.841
4x4 =
2x4 =
6x8 MT20HS II
3x4 =
12
Scale = 1 15.0
ld
5-1-12 6-M
5-1.12 1.6.4
Plate Offsets (X Y)- 12:0-0-6 Edgel WD-2-0 0-D-61
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0 04 7-11 999 240 MT20 2441190
TCDL 20.0 Lumber DOL 1 25 BC 0.71 Vert(CT) 0.11 7-11 725 180 MT20HS 187/143
BCLL 00 Rep Stress Incr NO WB 0.29 Horz(CT) 0.00 12 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 0.04 7-11 999 360 Weight: 28 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2 'Except' BOT CHORD
3-7 2x4 SP No.3
OTHERS 2x4 SP No.2
REACTIONS. (lb/size) 2=520/0-7-8, 12=559/0-1-8
Max Horz 2=79(LC 8)
Max Uplift 2=-127(LC 8), 12=169(LC 8)
Max Grav 2=523(LC 13), 12=613(LC 13)
FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-564/125, 3-4=497/130. 6-8=-93/322
BOT CHORD 2-7=-141/513, 6-7=130/497
WEBS 4-12=-476/134
Structural wood sheathing directly applied or 6-0-0 oc purlins.
except end verticals
Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Pert Encl., GCpi=O 55; MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise Indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=127, 12=169.
10) Girder carries hip end with 0-0-0 right side setback. 5-0-0 left side setback, and 5-0.0 end setback.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 304 lb down and 109 lb up at
5-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B)
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 5-9=32(F=12), 1-3=-80, 3-4=-128(F=47)
WARNING • verify d-Ign param.1 and READ NOTES ON TMS AND INCLUDED 59TEK REFERENCE PAGE MI1.7477 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek® connectors This design Is based only upon parameters drown, and Is for an Individual building component, not
a truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary end permanent bracing
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB49 and SCSI Building Component
Safoty Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MITek USA, Inc. FL Cart 6634
904 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
MiTek'
6904 Parke East Blvd.
Tampa. FL 36610
Job Truss Truss Type Oty Py Park Sq. Hms / WELLINGTON - 3096-C TRAY
T73972115
PSO3096C_-_T D1 MONO HIP 2 1
Job Reference o do al
Mid -Florida Lumber, Barlow. FL.
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 3=-233(F)
8 130 s Mar 11 2018 M7ek Industries, Inc. Mon May / lU 18.21 2U1B rage
I D:?jkaVk429alHBatic6yEgLy31Ys-E 11 AGloF P?vhXMV0L3C2M 1 NPRhyN9OZ6bxCn9RzIwLO
Q WARNING - Varl1 y design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 11,111.7473 rev, 101100312015 BEFORE USE.
Design valid for use onty wah MITek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
truss system Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional lemporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses end truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type 0ty Ply Park Sq Hms./ WELLINGTON - 3096-C_TRAY
T13972116
PS03096C_-_T D2 MONO TRUSS 14 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10.18:22 2018 Page 1
10:7jka Vk429aIHBatic6yEgLy31Ys-iEbZTept9J 1 YBV4dvnjHvEvbh5MgugTGpbxKhuzlwL7
I 1-0-0 6.8-0
1-0-0
I'
6-8-0
2x6 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) I/dee Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 064 Vert(LL) 0.03 5-9 999 240
TCDL 20.0 Lumber DOL 1.25 BC 0.45 Vert(CT) 0.09 5-9 907 180
SCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(CT) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2017(rP12014 Matrix -MR Wind(ILL) 0.05 5-9 999 360
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=415/0-7-8, 10=29410-1-8
Max Horz 2=94(LC 10)
Max Uplift 2=-104(LC 10), 10=80(1_C 10)
Max Grav 2=415(LC 1). 10=300(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-299/110
BOT CHORD 2-5=-177/254
4X6 = Scale 3/4"=1'
PLATES GRIP
MT20 244/190
Weight: 27 lb FT = 0%
Structural wood sheathing directly applied or 6-0-0 oc purlins.
except end verticals.
Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind ASCE 7-10; Vult=140mph (3-second gust) Vasd-108mph; TCDL=4 2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=24ft; eave=4ft; Cat.
11. Exp B. Part Encl., GCpi=O 55; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 3 MWFRS for
reactions shown, Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
Will fit between the bottom chord and any other members
4) Bearing at Joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verify
capacity of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate at Joint(s) 10.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except Qt=lb)
2=104.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.66162
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
Q WARNING - verify design panmafers and READ NOTES ON INS AND INCLUDED MITEK REFERENCE PAGE 11,1I1-7473 rov. 1010312015 BEFORE USE.
Design valid for use onty with MITekm connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not •
e truss system Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing Welk' shays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd.
Safety Information svailabie from Truss Plate Institute, 218 N Lee Street. Suite 312, Alexantlda. VA 22314. Tamps, FL 36610
Job Truss Truss Type oty Ply Park Sq. Hms./ WELLINGTON - 3096-C_TRAY
T13972117
PS03096C_-_T E1 HIP 1
Job Reference o lio el
Mid -Florida Lumber, Bartow, FL.
10 7A-0
0-0 7-0A
6x7 =
600 Fl2 3
r d
r
1
8.130 s Mar 11 2018 MiTek Industnes. Inc. Mon May 7 10, 18,23 2018
6-5-2 6-6-14 6-6-14 6-5-2 7-0-0
21
4x4 = 7x6 = 4x4 =
6x7 =
6 Y2 7
14 13 12 11 10
4x6 _
1.5x4 II 4x8 = 5x8 MT20HS = 4x8 = 1.5x4 II
Scale = 1.68 9
4x6 =
6-10-0 13.5.2 20-0.0 28A-14 33-1-12 40A-0
6-10.4 6.8-14 6-6-14 6-6.14 6-6-14 6.10-4
Plate Offsets (X Y)- 13'0-3-8 0-2-31 IS•0-3-0 0-4-81 17.0-3-8 0-2-31 111 0-3-8 0.2-01.112:0-4-0 0-3-41 113.0-3-8 0.2-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 25 TC 0.76 Vert(LL) -0.37 12 999 240 MT20 244/190
TCDL 200 Lumber DOL 1.25 BC 094 Vert(CT) -0.93 11-12 515 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(CT) 0.22 8 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 0.42 12 999 360 Weight: 425 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins.
3-5,5-7: 2x6 SP No 2 BOT CHORD Structural wood sheathing directly applied or 7-8-11 oc bracing.
BOT CHORD 2x4 SP No ID
WEBS 2x4 SP No 3
REACTIONS. (lb/size) 2=4288/0-3-8.8=428810-3-8
Max Horz 2=-77(LC 6)
Max Uplift 2=-1287(LC 8). 8=-1287(LC 8)
Max Grav 2=4617(LC 13). 8=4617(LC 14)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-9365/2688, 3-4=-12672/3733, 4-5=-14093/4133, 5-6=-14093/4133, 6-7=-12672/3733,
7-8=-9365/2688
BOT CHORD 2-14=-2307/8345, 13-14=-2311/8333, 12-13=-3593/12703, 11-12=-3593/12668,
10-11=-2311/8276, 8-10=-2307/8288
WEBS 3-14=0/445, 7-10=0/445, 4-13=-2159/791, 5-12=-1224/514. 6-11=-2159/791,
3-13=-1464/5065, 4-12=-457/1635, 6-12=457/1636, 7-11 =-1 464/5064
NOTES-
1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows,
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to This Item has beenplyconnectionshavebeenprovidedtodistributeonlyloadsnotedas (F) or (B), unless otherwise indicated.
for this design. electronically signed and3) Unbalanced roof live loads have been considered
4) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=2511; B=45ft; L=24ft, eave=5ft; Cat. Sealed by Velez, Joaquin, PE
II; Exp B; Encl , GCpi=0.18; MWFRS (directional); Lumber COL=1.60 plate grip DOL=1.60 using a Digital Signature.
5) Provide adequate drainage to prevent water ponding Printed copies of this
6) All plates are MT20 plates unless otherwise Indicated.
7) This truss has been designed for a 10 0 psf bottom chord live load noncencurrent with any other live loads. document are not Considered
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the
will fit between the bottom chord and any other members. Signature must be Verified
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) on any electronic copies. 2=1287, 8=1287. Joaquin Velez PE No.68182
10) Girder carries hip end with 7-0-0 end setback. MiTek USA, Inc. FL Cart 0534
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 712 lb down and 297 lb up at 6964 Parke East Blvd. Tampa FL 33610
33-0-0, and 712 lb down and 297 lb up at 7-0-0 on top chord. The design/selection of such connection device(s) is the Date:
responsibility of others.
May 7,2018
QWARNING - Verily, d-Ign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE.
Design valid for use only whh MiTek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse whh possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection end bracing of trusses and IM35 systems, see ANSlrrPl1 Quality criteria, DS8419 and BCSI Building Component 69D1 Parke East Blvd.
Safety Information available from Truss Plata Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tsmpa. FL 36610
Job Truss Truss Type Oly Ply Park Sq Hms / WELLINGTON - 3096-C_TRAY
T13972117
PS03096C_ _T E1 HIP 1
Job Reference o tional
Mid -Florida Lumber. Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries. Inc. Mon May 7 10:18:23 2018 Page 2
ID:Tvlyi45gwut8okS3AgTTCYy31Yr-AO9xh_gVwd9Pm fpTUEWRSSkcUaFdAGP2FhuEKzlwL_
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert, 1-3=80, 3-7=-174(F=-94), 7-9=80, 15-18=44(1`=24)
Concentrated Loads (lb)
Vert: 3=-513(F) 7=-513(F)
Q WARNING - verify dasfgn in —morons and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valkl for use only with Mrrek® connectors. This design Is based only upon parameters shown, and Is for an Individual bugding component, not
truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary end permanent bracing MiTek• Is sways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing or trusses and truss systems, see ANSVTPI1 Duality Criteria, DSB-09 and BCSi Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suits 312, Alexandria, VA 223114 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms / WELLINGTON - 3096-C_TRAY
T73972118
PS03096C_-_T E2 HIP 1 1
Job Reference lootionall
Mid -Florida Lumber, Bartow, FL. o adu s mar i i zv to mn i ex mausulub. mu. man may r - ici c cu io rube i
I D:Tvlyi45gwut8okS3AgTTCYy3IYr-7pHh6frmSEP77zpBavH_XU(3nl Ig5A11 WZA_HDzlwKy
0- -94 9-0.14-5-2 20-0-0 256-4 i 31-M _3--2-12 to-O
5.5-2 5.6-14 5--04
0 $-114
5-5-2 42-2 41-
0-04-
9-0 Scale =
1:69 0 5x5
3x4 =
5x5 = 3x4 = 5x5 =
Ann
FT 4 23 5 6 7 24 8 1.
5x4 1 1 5x4 3
9
z
1
16
15 14 13 12 3x5 —
3x4 =
3x4 = 5x8 = 3x4 = 3x4 = 9-
0-0 14-5-2 20-M 25-6-14 31-0-0 40-" 9-
0-0 5-5.2 5.6.14 5-6-14 5-5-2 9-0-0 Plate
Offsets (X Y1— 12:0-0-0 0-0-41 14 0-2-6 0-2-41 16.0-2-8 0-3-01 18-0-2-8 0-2-41 (10 0 0-0 0.0-41 114:0-4-0 0-3-41 LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell L/d TCLL
20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0 28 14 999 240 TCDL
20.0 Lumber DOL 1 25 BC 0.82 Vert(CT) 0.69 13-14 693 180 BCLL
0.0 Rep Stress Incr NO WB 0.51 Horz(CT) 0.19 10 n/a n/a BCDL
10.0 Code FBC2017rTP12014 Matrix -MR Wind(LL) 0.23 14 999 360 LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SP No.1 WEBS
2x4 SP No.3 REACTIONS. (
lb/size) 2=2080/0-3-8, 10=2080/0-3-8 Max
Harz 2=-96(LC 8) Max
Uplift 2=-423(LC 10), 10=423(1_C 10) I
3x5 =
PLATES
GRIP MT20
244/190 Weight,
211 lb FT = 0% BRACING -
TOP
CHORD Structural wood sheathing directly applied or 2-3-10 oc purlins. BOT
CHORD Structural wood sheathing directly applied or 5-10-9 oc bracing. FORCES. (
lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. a
TOP CHORD 2-3=-3915/1311, 3-4=-3566/1194, 4-5=-4088/1426, 5-6=4431/1532, 6-7=-4431/1532, 7-
8=4088/1426,8-9=-3566/1194,9-10=-3915/1311 BOT
CHORD 2-16=-1062/3458, 15-16=-851/3110, 14-15=1163/4088, 13-14=-1163/4088, 12-
13=-851 /3110. 10-12=-1062/3458 WEBS
3-16=-386/238,4-16=-72/430,4-15=-408/1351, 5-15=-772/291, 5-14=-137/504, 6-
14=-445/211, 7-14=-137/504, 7-13=-772/291, 8-13=408/1351,8-12=-72/430, 9-
12=-386/238 NOTES-
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind, ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf; h=25ft, B=45f1; L=2411; eave=5ft; Cat II;
Exp B; Encl., GCpt=O 18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 3 MWFRS for reactions shown,
Lumber DOL=1 60 plate grip DOL=1.60 3)
Provide adequate drainage to prevent water ponding. 4)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) '
This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. 6)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joini(s) except Qt=lb) 2=
423, 10=423. AwARNINO -
verify design paramaters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Mll-7473 rev 10,113/2015 BEFORE USE. Design
valid for use only with MiTek® connectors, This design Is based only upon parametsrs shown, and Is for an Individual building component, not truss
system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bu
iding design Bracing indicated is to prevent buckling of Individual truss wab end/or chord members only. Additional temporary and permanent bracing Is
always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component Safety
Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 This
item has been electronically
signed and sealed
by Velez, Joaquin, PE using
a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified on
any electronic copies. Joaquin
Velez PE No.68162 MiTek
USA, Inc. FL Cart 8634 69D4
Parke East Blvd. Tampa FL 33610 Date:
May
7,2018 MiTek'
6904
Parke East Blvd Tampa,
FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms / WELLINGTON - 3096-C_TRAY
T13972119
PS03096C_-_T E3 HIP 1 1
Job Reference o do al
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:18:26 2018 Page 1
ID:x6rKv05lhB770t1FkX_ilmy31Yq-b?r3j?SODYX d7NO8doD344EmicpgfFskOvYpfzlwKx
1-0 11-M 17-0-0 23-M 29-" 36-2-12 40-0-0 1-0-
5.2.12 6-0.0 6-0-0 5-2-12 5-9-0 -0-0
Scale = 1:68 9
5x5 =
3x4 = 3x4 = 5x5 =
4 22 5 6 723
15 14
z4 Zb 10 eo LI
12 11
3x6 =
1 5x4 II 3x8 = 5x7 = 3x8 = 1.5x4 II 3x6
5-84 11-0A 20-M 29-0-0 34-2-12 40-M
5.9.4 5-2-12 9-0-0 9-0-0
1
5-2.12 5-94
Plate Offsets (X,Y)—I4:0-3-0,0.2-81.17:0-3-0,0-2-81.113:0-3-8.0-3-01
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. , in (loc) Vde0 Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 25 TC 0.76 Vert(LL) -0.25 13-14 >999 240 MT20 244/190
TCDL 20.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.65 13-14 >738 180
BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) 0.19 9 n/a We
BCDL 10.0 Code FBC20171TPI2014 Matrix -MR Wind(LL) 0.18 13 >999 360 Weight. 208 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-6 oc purlins
BOT CHORD 2x4 SIP No.1 BOT CHORD Structural wood sheathing directly applied or 6-1-15 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14. 6-12
REACTIONS. (lb/size) 2=2080/0-3-8, 9=2080/0-3-8
Max Horz 2=115(LC 9)
Max Uplift 2=-423(LC 10), 9=-423(LC 10)
FORCES. (lb) - Max. Comp /Max. Ten - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3917/1295, 3-4=-3369/1159, 4-5=2903/1084, 5-6=3595/1282, 6-7=-2903/1084,
7-8=3369/1159, 8-9=-3917/1295
BOT CHORD 2-15=-1035/3425, 14-15=-1035/3425, 13-14=-986/3543, 12-13=-986/3543,
11-12=-1035/3425,9-11=-1035/3425
WEBS 3-14=-574/295,4-14=-296/1018, 5-14=-966/289,6-12=-966/289, 7-12=-296/1018,
8-12=-574/295
NOTES-
1) Unbalanced roof live loads have been considered for this design
2) Wind ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25R; B=45R; L=24ft; eave=5ft; Cat
11. Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces S MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads
5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide This Item has beenwillfitbetweenthebottomchordandanyothermembers, with BCDL = 10 Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=11)) electronically signed and
2=423, 9=423. sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
8904 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
AWARNING. Verify design parsmeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. la,=2015 BEFORE USE.
Design valid for use only with MiTek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not
truss system. Before use, the building designer must verify the applicability of design parameters end property Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buciding of Individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek, Is stays required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, OSBag and BCSI Building component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tamps, FL 36610
a
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-C TRAY
T13972120
PS03096C_ T E4 HIP 1 1
Job Reference (optional)
Mid-Flonda Lumber, Barlow. FL. 6.13u s Mar 11 Zulu MI tax Inaustnes, Inc Mon
ID:x6rKv05lhB770t1FkX ilmy31Yq-3BPSWLtO rfrFHyaiK,
1-0 6-9-4 13-0-0 20-0-0 27-0.0 33-2-12
0-0 6-9-0 6-2-12 7 O 7-0-0 6-2-12
5x6 =
1.5x4 II SxB =
4 5 6
1u:1n:z7 Zulu rage 1
6-9-4
Scale = 1.69.0
is ie <u
11
ci cc u
3x4 =
5x8 =
3x4 = 3x5 =
3x5 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.27 11-12 999 240 MT20 244/190
TCDL 20.0 Lumber DOL 125 BC 0.95 Vert(CT) 0.58 11-12 830 180
BCLL 00 Rep Stress Incr NO WB 0.49 Horz(CT) 0.15 8 n/a n/a
BCDL 10.0 Code FBC2017/rP12014 Matrix -MR Wind(LL) 0.14 11 999 360 Weight: 199 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No 1 'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-11 oc puffins
4-6, 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 6-6-6 oc bracing.
BOT CHORD 2x4 SP NO.1D
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=2080/0-3-8, 8=2080/0-3-8
Max Horz 2=-134(LC 8)
Max Uplift 2=-423(LC 10). 8=-423(LC 10)
FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3799/1300, 3-4=-3420/1207, 4-5=-3114/1176, 5-6=3114/1176, 6-7=-3420/1207,
7-8=3799/1300
BOT CHORD 2-12=-1029/3382, 11-12=-711/2747, 10-11=711/2713, 8-10=-1029/3337
WEBS 3-12=-524/335, 4-12=-191/694,4-11=-141/690, 5-11=-584/254, 6-11=-141/690,
6-10=-191/694, 7-10=-524/335
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind. ASCE 7-10; Vult=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=4511; L=2411; eave=5ft, Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown, Lumber DOL=1 60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tell by 2-0-0 wide
This Item has beenwillfitbetweenthebottomchordandanyothermembers, with BCDL = 10.Opsf
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) electronically signed and
2=423, 8=423. sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.66162
MiTak USA, Inc. FL Cart 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
Q WARNING - Varlfy design paramerera and READ NOTES ON rWS AND INCLUDED MITEK REFERENCE PAGE Mll•7472 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not •
buss syclam. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of busses and truss systems, $ee ANSIRPIl Quality Criteria, DSB.ae and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suns 312. Alexandria, VA 22314. Tempe, FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms / WELLINGTON - 3096-C TRAY
T13972121
PS03096C_-_T E5 HIP 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:18:28 2018 Page 1
ID:x6rKv05lhB77Ot1FkX ilmy3lYq-XOzgkhtel9nisOXmGlgh8V9bIVIgIW78CXOeuXzlwKv
1-0 54-5 10-2-3 15-M 20-0-0 25-" 29.9-13 34-7-11 40-0-0 1-0-
0 5 t-5 4-9-13 4-9-13 511 5-0-0 4.9-13 4-9-13 5-4-5 -0-0
Scale = 1,68 9
5x5 = 1.5x4 II 5x5 =
5 6 7
14 n « 13 <a <v
12
3x8 =
3x8 = 5x8 = 3x8 =
3x6
i
10-2-3 t 20-0-0 29-9-13 40-0-0 I
10-2.3 9%M 9-9-13 10-2-3
Plate Offsets (X Y)— 15 0-2-8 0-2-41 17 0-2-8 0-2-41 113:0-4-0 0-3-01
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 067 Vert(LL) 0 31 13-14 999 240
TCDL 20.0 Lumber DOL 1.25 BC 0.92 Vert(CT) 0.63 13-14 757 180
BCLL 00 Rep Stress Incr NO WB 0.62 Horz(CT) 0.14 10 n/a n/a
BCDL 10.0 Code FBC20171TPI2014 Matrix -MR Wind(LL) 014 13 999 360
LUMBER- BRACING -
PLATES GRIP
MT20 244/190
Weight. 221 lb FT = 0%
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-11 oc purlins
BOT CHORD 2x4 SP No.1 D BOT CHORD Structural wood sheathing directly applied or 6-5-3 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=208010-3-8, 10=2080/0-3-8
Max Horz 2=-154(LC 8)
Max Uplift 2=-423(LC 10), 10=423(1_C 10)
FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3883/1350, 3-4=-3471/1204, 4-5=-3484/1342, 5-6=2736/1070, 6-7=-2736/1070,
7-8=3484/1342,8-9=-3471/1204,9-10=-3883/1350
BOT CHORD 2-14=1090/3521, 13-14=-621/2574, 12-13=621/2504, 10-12=-1090/3428
WEBS 3-14=-476/284, 4-14=-385/268, 5-14=-406/1024, 5-13=-70/526, 6-13=-402/173,
7-13=-70/526, 7-12=406/1023, 8-12=-385/268, 9-12=476/284
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3 Opsf; h=25ft. B=45ft. L=24ft; eave=5ft; Cat
II, Exp B, Encl , GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown. Lumber DOL=1.60 plate grip DOL=1 60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
2=423,10=423.
Q WARNING • Varlfy d-iii. paramat— and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component• not
a truss system Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse wah possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, efeciion and bracing of trusses and truss systems. see ANSUTP11 Quality Criteria, DS849 and BCSI Building Component
Safety Information available from Truss Plate Institute, 21a N Lee Street. Suite 312, Alexandria, VA 22314.
M
t
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
Well USA, Inc. FL Cert 6834
69D4 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
MiTek'
6904 Parke East Blvd
Tampa, FL 36610
Job Truss Truss Type Oly Ply Park Sq Hms./ WELLINGTON - 3096-C_TRAY
T13972122
PS03096C_-_T E6 HIP 2 1
Job Reference (optional
Mid-Florida Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:18.29 2018 Page 1
ID:PIPj7m6wSV7s2lcSHFVxHzy3lYp-7aWCxluGWrv2Ua6zplLwhjikUvf2luU1088CO zlwKu
1-0 8-0-5 11-6- 17-0-0 23-0-0 28-5-13 33-11-11 40-M 1-0
0- 6A•5 5-5-13 5.5-13 6-0-0 5-5.13 5.5-13 8.0.5 -0A
lt
3x5 =
5x5 = 5x5 =
ro « <0
14
i1
12
11 11 ii
3x4 =
3x8 =
3x6 =
3x4 =
3x4 =
8-9 1 i 17-M 23-0-0 31-2-12 40-0-0
8-9.4 8-2-12 6-0-0 8-2-12
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.22 14-15 999 240
TCDL 20.0 Lumber DOL 1.25 BC 0.85 Vert(CT) 0.51 11-12 946 180
BCLL 00 Rep Stress Incr NO WB 0.93 Horz(CT) 0.16 9 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 0.14 12-14 999 360
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 9=2080/0-3-8, 2=2080/0-3-8
Max Horz 2=-173(LC 8)
Max Uplift 9=-423(LC 10), 2=-423(LC 10)
Scale = 169.8
3x5 =
PLATES GRIP
MT20 244/190
Weight: 221 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-14 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 6-0-7 oc bracing.
WEBS 1 Row at midpt 6-14
FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3859/1344, 3-4=-3557/1283, 4-5=-2701/1057, 5 6=2316/998, 6-7=2701/1057,
7-8=3557/1283, 8-9=-3860/1344
BOT CHORD 2-15=-1077/3461, 14-15=-811/2915, 12-14=537/2328, 11-12=-811/2855,
9-11=-1077/3396
WEBS 3-15=-446/280,4-15=-172/601,4-14=-787/394, 5-14=-245/747, 6-12=-246/816,
7-12=-788/394, 7-11=-172/600, 8-11=4461279
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=5ft; Cat.
11, Exp B. Encl., GCpi=O 18; MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces 6 MWFRS for reactions
shown, Lumber DOL=1 60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb)
9=423, 2=423.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.88182
MiTek USA, Inc. FL Can 8834
69114 Parka East Blvd. Tampa FL 33810
Date•.
May 7,2018
Q WARNING - Verity design parameters and READ NOTES ON TWS AND INCLUDED MIlEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only whh MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not •
a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is ahways required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI[TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, Sude 312. Alexandria. VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms./ WELLINGTON - 3096-C TRAY
T73972123
PS03096C_-_T E7 HIP 1 1
Job Reference (optional)
Mid -Florida Lumber, Barlow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc. Mon
ID x6rKv05lhB770t1FkX_ilmy3fYq-Tm4a9NvuHm1P6kh9N
1-0 5-1-7 9-2-0 15-0-0 20.0-0 25-0-0 30-8-0 34-10.9
0 5-1-7 4-0-11 o 5.9-12 i 5-0-0 5-0-0 5.8-0 4-2-9
3x6 =
SxB
Sx5
I-
6 1,5x4 II 5x5 =
7 10:18:30 ZUIa Page 1
FxnJ_F mN7 RfrtlyOzlwKt
4040-0-0 11-0- _
517 1-0-0
Scale = 1:69 8
18 17 18 [b 15 14
3x5 = 3x4 = 3x4 = 5x8 = 3x4 = 3x4 =
3x5 =
i
9-2-0 15-0-0 20-0-0 l 25-0-0 30-M 40-0-0 I
9-21 5.9.12 5-0-0 5-0-0 5-8-0 94-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d
TCLL 200 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.17 16 999 240
TCDL 20.0 Lumber DOL 1.25 BC 085 Vert(CT) 0.44 18-21 999 180
BCLL 0.0 Rep Stress Ina NO WB 078 Horz(CT) 0.17 12 n/a n/a
BCDL 10.0 Code FBC2017rTP12014 Matrix -MR Wind(LL) 0.15 16 999 360
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. lb/size) 2=2080/0-3-8.12=2080/0-3-8
Max Horz 2=169(LC 9)
Max Uplift 2=-423(LC 10), 12=423(1_C 10)
PLATES GRIP
MT20 244/190
Weight: 239 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-4-9 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 6-0-1 oc bracing.
FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown
TOP CHORD 2-3=-3886/1360, 3-4=-3543/1257, 4-5=-2921/1106, 5.6=263/78, 5-7=-2472/1058,
7-8=2666/1086,8-9=-2666/1086,9-10=-2921/1100,10-11=-3541/1252,
11-12=-3887/1356
BOT CHORD 2-18=-1099/3428, 17-18=-909/3109, 16-17=627/2484, 15-16=631/2509,
14-15=-904/3105,12-14=-1095/3430
WEBS 8-16=-436/178, 5-17=-1951619. 5-16=-92/520, 4-18=-68/445,4-17=-767/350,
3-18=-379/221, 9-15=-193/615, 10.15=-758/348, 10-14=-70/446, 9-16=-79/347,
11-14=-382/223
NOTES-
1) Unbalanced roof live loads have been considered for this design
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=3 Opsf; h=25R; B=45R; L=2411; eave=511; Cat.
II; Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 3 MWFRS for reactions
shown; Lumber DOL=1 60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb)
2=423, 12=423
7) Graphical purlin representation does not depict the size or the orientation of the purlin along the lop and/or bottom chord.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.66162
MiTek USA, Inc. FL Carl 6834
6904 Parke East Blvd. Tampa FL 33610
Date.
May 7,2018
Q WARNING - verity daslgn paromafara and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. IOM312015 BEFORE USE.
Design valid for use only with MITek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
budding design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
Is sways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-ag and BCSI Building Component ages Parke East Blvd.
Safety Information available from Truss Plate Institute, 2111 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610
Job Ttuss Truss Type City Ply Park Sq Hms / WELLINGTON - 3096-C TRAY
T13972124
PS03096C_-_T E8 HIP 1 1
Job Reference o tional
Mid-Flonda Lumber, Harlow. FL.
1-0 5-10-7 11-2.5 16.8-0 20.4-C
0 5.10-7 5-3-15 5-5-11 3-8-0
5x5 =
6.Do 12
5
8.130 s Mar 11 2018 Mi l ek Indu5tne5, Inc. Mon May 7 10:15:31 2018 Page 1
05lhB770tl FkX_ilmy3lYq-xyeyMjwW249GjuGLxA00m8n34ilPVoBbuVdJVszlwKs
27-0-0 33.2-12 4020 1-0-
1 6-2-12 6-9-4 -0-0
Scale = 1.69.8
is cc co 14 —
is co i< co cr rr
3x4 = 3x8 — 4x6 = 3x4 = 3x4 = 3x5 =
3x5 = —
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell Ud
TCLL 20.0 Plate Grip DOL 1 25 TC 0.85 Vert(LL) 0.24 11-21 999 240
TCDL 20.0 Lumber DOL 1.25 BC 0.99 Vert(CT) 0.63 11-21 762 180
BCLL 0.0 Rep Stress Incr NO WB 092 Horz(CT) 017 9 n/a n/a
BCDL 10.0 Code FBC2017rTP12014 Matnx-MR Wind(LL) 016 12-14 999 360
LUMBER- BRACING -
PLATES GRIP
MT20 244/190
Weight. 215 lb FT = 0%
TOP CHORD 2x4 SP No 2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc purlins
7-10: 2x4 SP No 1 BOT CHORD Structural wood sheathing directly applied or 6-0-5 oc bracing
BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 5-14, 6-14
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=2080/0-3-8, 9=2080/0-3-8
Max Horz 2=-169(LC 8)
Max Uplift 2=-423(LC 10). 9=-423(LC 10)
FORCES. (lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3887/1348, 3-4=-3577/1290, 4-5=-2728/1061, 6-7=2916/1142, 7-8=-3413/1234,
8-9=-3793/1326, 5-6=-2687/1076
BOT CHORD 2-15=-1083/3446, 14-15=-828/2925, 12-14=847/3061, 11-12=-731/2720,
9-11=-1052/3332
WEBS 7-11=-200/622,8-11=-526/333, 5-14=-752/1991, 4-14=-781/389, 4-15=-165/574,
3-15=426/269, 6-14=-1462/598, 6-12=-321/147, 7-12=-107/529
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat.
II; Exp B; Encl , GCpi=O 18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces d MWFRS for reactions
shown; Lumber DOL=1 60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This Item has been5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10 Opsf. electronically Signed and
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) sealed by Velez, Joaquin, PE
2=423, 9=423. using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
oats:
May 7,2018
WARNING - Vorlfy dos/gn parameters and READ NOTES ON THIS AND INCLUDED W TEK REFERENCE PAGE MII.7473 rev. 1OM312015 BEFORE USE.
Design valid for use only with MiTek® connectors This design Is based only upon parameters shown, and Is for an individual building component, not •
a truss system Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is al ays required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt Quality Criteria, DSO-89 and BCSI Building component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 216 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type 0ty Ply Park Sq. Hms./ WELLINGTON - 3096-C TRAY
T73972125
PS03096C_•_T E9 HIP 1 1
Job Reference (optional)
Mid -Florida Lumber. Barlow, FL 8 130 s Mar 11 2018 MiTek Industries, Inc Mon May 7 11.1:18:32 ZUl6 Page 1
5.9.4 10-10-12 5.8-0 6-8-0 5-2-12 5-9-4
Scale = 1.69 8
5x5 =
5
Mb
m
ro - 15
r' <o <r ''' 12 11
3x5
3x4 = 3x8 =
5x6 WB = 3x4 = 3x4 = 1.5x4 II 3x5 =
5-9.4 8 18-8-0 25-8-0 2B-0-0 34.2-12
5-9.4 1 2-9-3 8-7-9 0 5.2-12 5-9 4
Plate Offsets (X Y)- 12 0-0-0 0-0-41 ITO-2-8 0-2-41 19:0-D-0 0-0-41
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.26 13-15 >999 240 MT20 244/190
TCDL 20.0 Lumber DOL 1 25 BC 0.90 Vert(CT) 0.68 13-15 >710 180
BCLL 00 Rep Stress Incr NO WB 0.94 Horz(CT) 0.18 9 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 0.18 13-15 >999 360 Weight: 217 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.1 BOT CHORD Structural wood sheathing directly applied or 6-0-3 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=2080/0-3-8, 9=208010-3-8 Max Horz
2=-169(LC 8) Max Uplift
2=-423(LC 10). 9=-423(LC 10) FORCES. (lb) -
Max. Comp /Max. Ten - All forces 250 (1b) or less except when shown TOP CHORD
2-3=-3870/1353, 34=3575/1291, 4-5=-2736/1063, 6-7=3285/1235, 7-8=-3356/1204, 8-9=
3923/1329, 5-6=-2737/1062 BOT CHORD
2-16=-1087/3407, 15-16=-835/2900, 13-15=1055/3571, 12-13=-617/2913, 11-12=-
1065/3429, 9-1 1=-1065/3429 WEBS 7-
12=-126/351, 8-12=-592/283, 5-15=-699/1893,4-15=-774/383, 6-15=-1695/692, 6-13=-
556/258, 7-13=-205/780,4-16=-161/555, 3-16=422/267 NOTES- 1)
Unbalanced
roof live loads have been considered for this design 2) Wind:
ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft, Cal. If: Exp
B: Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber
DOL=1 60 plate grip DOL=1.60 3) Provide
adequate drainage to prevent water ponding. 4) This
truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This
truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 10.0psf 6) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Ql=lb) 2=423,
9=423. Q WARNING -
verify design p-malara and READ NOTES ON Pas AND INCLUDED MITEN REFERENCE PAGE MI1.7473 rev. f01031201b BEFORE USE. Design valid
for use only with MrraM Connectors This design Is based only upon parameters drown, and Is for an Individual building component, not truss system.
Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.
Bracing Indicated Is to prevent buckling of Indlvldual buss web and/or chord members only. Addllional temporary and permanent bracing Is always
required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage,
delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informal
Ion available from Truss Plate Institute, 218 N. Lee Street, Subs 312. Nexandds. VA 22314 This item
has been electronically signed
and sealed by
Velez, Joaquin, PE using a
Digital Signature. Printed copies
of this document are
not considered signed and
sealed and the signature must
be verified on any
electronic copies. Joaquin Velez
PE No.68182 MjTek USA,
Inc. FL Cert 6634 6904 Parka
East Blvd. Tampa FL 33610 Date: May
7,
2018 M!Tek'
69D4 Parke
East Blvd Tampa, FL
36610
Job' Truss Truss Type 0ty Ply Park Sq. Hms / WELLINGTON - 3096-C TRAY
T13972126
PS03096C_-_T Et0 HIP 1 1
Job Reference (optional
Mid-Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc Mon May 7 10.18:24 2018 Page 1
ID:Tvlyi45gwut8okS3AgTTCYy31Yr-fcjJuJg7hwHGOpE71 Cml_f7snuyNMcGZHvORImzlwKz
1L-0-Q 5-107 11-2-5 j 16-M j 20$•14 24-4-0 31-0-0 35-2-12 400-0 1-0-
j-0-d 5-10.7 5-3-15 5-5-11 3-10.14 3-9-2 6.8-0 4-2-12 4.9.4 -0-0
5x5 =
600 12
io — 1., 15 — —
C1 13 12
3x4 =
3x5 =
3x8 =
4X8 = 6x8 = 3x4 =
Scale = 1 69 8
3x5 =
8-0-0 1"-0 i i31-0-0 40-0.0 i
1 8-1-10 7-8-0 6-8-0 9-0-0
Plate Offsets (X Y)— 12'D-0-0 0-D-41 14'0-2-6 0-3-01 18 0-3-00-2-01 110.0-0-0 0-0-41 LOADING (
par) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.29 13-15 >999 240 MT20 244/190 TCDL
20.0 Lumber DOL 1.25 BC 0.82 Vert(CT) 0.73 13-15 >661 180 MT20HS 187/143 BCLL
0.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.18 10 n/a n/a BCDL
10.0 Code FBC20171TPI2014 Matrix -MR Wind(ILL) 023 13-15 >999 360 Weight. 219 lb FT = 0 % LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 7-
8: 2x4 SP No.t BOT CHORD Structural wood sheathing directly applied or 6-0-3 oc bracing BOT
CHORD 2x4 SP No.1 WEBS 1 Row at midpt 7-13, 6-15 WEBS
2x4 SP No.3 REACTIONS. (
lb/sin:) 2=2080/0-3-8, 10=2080/0-3-8 Max
Horz 2=-169(LC 8) Max
Uplift 2=-423(LC 10), 10=423(LC 10) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=-3878/1348, 3-4=-3578/1300, 4-5=-2730/1067, 7-8=-4198/1533, 8-9=-3580/1249, 9-
10=-3906/1358, 5-6=-2687/1077, 6-7=-4856/1811 BOT
CHORD 2-16=1081/3394, 15-16=-832/2886, 13-15=874/3104, 12-13=-906/3134, 10-
12=-1101/3447 WEBS
8-13=-445/1313, 8-12=66/431, 9-12=-351/221, 7-13=-2552/1005, 5-15=741/1937, 3-
16=-423/267, 4-16=-172/579,4-15=-768/385, 6-15=1440/602, 6.13=-824/2262 NOTES-
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-10: Vtllt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=24ft; eave=5ft; Cat II;
Exp B; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 3 MWFRS for reactions shown;
Lumber DOL=1 60 plate grip DOL=1.60 3)
Provide adequate drainage to prevent water ponding 4)
All plates are MT20 plates unless otherwise indicated. This Item has been 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6) •
This truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide electronically signed and will
fit between the bottom chord and any other members, with BCDL = 10.Opsf. Sealed by Velez, Joaquin, PE 7)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) using a Digital Signature. 2=
423, 10=423. Printed copies of this document
are not considered signed
and sealed and the signature
must be verified on
any electronic copies. Joaquin
Velez PE No.88182 MiTek
USA, Inc. FL Cert 6634 59D4
Parke East Blvd. Tampa FL 33610 Date:
May
7,2018 Q
WARNING - Verify design pammefors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. Design
valid for use only an MiTek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, n01 • a
truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building
design Bracing Indicated Is to prevent buckling or Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is
always required for stability and to prevent collapse with Possible personal Injury and property damage. For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Btvd, Safety
Information available from Truss Plate InstltNe, 218 N Lee Street, Suite 312, Mamridda. VA 22314 Tampa, FL 38610
Job Truss Truss Type City Ply Park Sq Hms./ WELLINGTON - 3096-C_TRAY
T13972127
PS03096C_-_T F1 GABLE 1 1
Job Reference o tional
Mid -Florida Lumber, Bartow.FL
0-kit
8 130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10 18:33 2018 Page 1
I D:tUz5K67YDpGjfBBeryOAgey31Yo-uLmjnOxnahO_zCOk2bOsrZtbi WD7zwZuLp6PZIziwKq
Scale = 1,44 1
3x6 FP = 3x3 11
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 . 20 21 22
415
44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23
3x6 FP = 3x3 II
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 100 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999
BCLL 00 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 23 n/a n/a
BCDL 50 Code FBC2017/TPI2014 Matrix-R Weight: 115 lb FT = 0%F, 0%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.2(0at) *Except' BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
45-46, 2x4 SP No.3(Ilat)
OTHERS 2x4 SP No 3(flat)
REACTIONS. All bearings 26-8-0.
lb) - Max Grav All reactions 250 lb or less et joint(s) 44, 23, 43, 42, 41, 40, 39. 38. 37, 36, 35, 34. 33, 32, 31,
29, 28. 27, 26, 25. 24
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) All plates are 1x3 MT20 unless otherwise indicated.
2) Gable requires continuous bottom chord bearing.
3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e diagonal web).
4) Gable studs spaced at 1-4-0 oc.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means
6) CAUTION, Do not erect truss backwards.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.66182
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
Q WARNING • Verify design paameters and READ NOTES ON TMS AND INCLUDED MITEN REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITekdb connectors, This design is based only upon parameters shown, and is for an Individual building component, not
truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design. Bracing Indicated Is to prevent buckling of Individual buss web and/or chord members only Additional temporary and permanent bracing MiTek• fs always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
labricatlon, storage, delivery, erection end bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314 Tampa, FL 36610
Job Truss Truss Type 0ty Ply Park Sq. Hms./ WELLINGTON - 3096-C TRAY
T13972128
PS03096C_7_T F2 FLOOR 13 1
Job Reference o Ilonal
Mid -Florida Lumber, Bartow, FL
0-1-8
H 41:Q-1
4x4 =
1x3 =
1x3 = 4x4 = 3x3 =
1 2 3
32
31
30 29 28
1.5x4 11 4x6 = 4x4 =
1 5-8-2 I
3x3 =
3x3 = 3x6 FP =
4 5 6
27 263x3 = 25
3x3 = 3x8 II
3x4 =
8.130 s Mar 11 2018 MTek Industnes, Inc. Mon May 7 10.18:34 2018 Page 1
I D: LhXTYR8B_6OaHLIgPgXPNOy3IYn-MXK5_kyPL?YraL9wclx50mPc)wMCiD_ 1 aSrz5BzlwKp
Seale = 1'46.8
3x3 = 3x3 = 3x3 = 3x3 = 3x3 = 4x4 = 4x6
7 8 9 10 11 12 13
24 23 22 21 20 19 18 17 16 15 14
3x6 11 3x6 II 3x6 II 3x8 MT20HS FP = 3x3 = 4x4 = 4x6 = 3x3 11
3x6 II 3x6 II 3x3 =
3x4 =
C iq
d
BFi-0 ' 7^ 9-0-0 19-7-4 20.10.4 27-4-4
61i-0 1-3-0 1- -0 10-7-4 1-3A 6-6-0
Plate Offsets (X,Y)-- f 1 ,Edge 0-1-81 f22:0-3-0.0.0-01
LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 100 TC 076 Vert(LL) 0 67 22-23 487 360 MT20 244/190
TCDL 100 Lumber DOL 100 BC 0.85 Vert(CT) 0.92 22-23 354 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.11 14 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight: 158 lb FT = 0%F, 0%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.l(flat)'Except' TOP CHORD
1-5. 2x4 SP No.2(8at)
BOT CHORD 2x4 SP No. 1 (flat) 'Except' BOT CHORD
18-26 20 SP No.2(8at)
WEBS 20 SP No.3(flat)'Except'
1-30,13-14: 2x4 SP No.2(Ilat)
REACTIONS. (lb/size) 30=992/0-7-8, 14=992/0-3-8
FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown.
TOP CHORD 1-30=-986/0, 13-14=-986/0, 1-2=-995/0, 2-3=-2671/0, 3-4=-3936/0, 4-6=-5068/0,
6-7=5627/0, 7-8=-5805/0, 8-9=-5635/0, 9-10=-5090/0, 10-11=-3963/0, 11-12=-2708/0,
12-13=-1041/0
BOT CHORD 28-29=0/1932, 27-28=0/3386, 25-27=0/4577, 24-25=0/5443, 23-24=0/5805, 22-23=0/5805,
21-22=0/5805, 19-21=0/5457, 17-19=0/4601, 16-17=0/3417, 15-16=0/1975
WEBS 13-1 5=0/1385,1-29=0/1353, 12-15=-1300/0, 2-29=1 303/0,12-16=0/1020, 2-28=0/1028,
11 - 1 6=-986/0, 3-28=994/0, 11-17=0/759, 3-27=01765, 10-17=-886/0, 10-19=0/664,
4-25=0/668, 9-19=-499/0, 6-25=509/0, 9-21=0/377, 6-24=0/383, 8-21=-551/194,
7-24=-558/188, 7-23=-243/271, 8-22=-247/267, 4-27=890/0
Structural wood sheathing directly applied or 4-5-2 oc purlins,
except end verticals.
Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise Indicated.
3) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Did (0 131" X 3") nails Strongbacks to
be attached to walls at their outer ends or restrained by other means.
4) CAUTION, Do not erect truss backwards.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.66162
M1Tek USA, Ino. FL Cart 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
Q WARNING - Vrlfy daslgn parameters and READ NOTES ON TMS AND INCLUDED MITEN REFERENCE PAGE Ml1-7473-. f0/07/7015 BEFORE USE.
Design valid for use only with MlTekO connectors This design is based only upon parameters shown, and Is for an Individual building component, not •
buss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
Dullding tlesign Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent Collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36810
Job Truss Truss Type Oly Ply Park Sq. Hms./ WELLINGTON - 3096-C_TRAY
T13972129
PS03096C_-_T F3 FLOOR 2 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
0.1.8
H 11-0
8 130 s Mar 11 2018,MiTek Industries. Inc Mon May 7 1U:1B:35 2U18 Page 1
ID LhXTYR8B_60aHLIgPgXPNOy3lYn-gkuTC4zl6JgiCVa6AOSKxyp7KjeRgvAp6bWeezlwKo
1 3-0—I Scale = 1 ,32.7
3x4 = 3x3 = 3x3 = 1x3 II 1x3 II 3x3 = 3x3 = 3x4 = 4x6 =
2 3 4 5 6 7 8 9 10
1.5x4 II 4x6 = 3x4 = 3x3 = 3x3 = 3x3 = 3x3 = 3x4 = 4x6 = 3x3 II
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Ver1(LL) 0 32 15-16 >724 360 MT20 244/190
TCDL 10.0 Lumber DOL 100 BC 0.78 Vert(CT) 0.44 15-16 >527 240
BCLL 00 Rep Stress Incr YES WB 068 Horz(CT) 008 11 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight: 101 lb FT = 0%F, 0%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins,
BOT CHORD 2x4 SP No.1(Ilat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 20=1056/0-7-8, 11=1056/0-3-8
FORCES. (lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-20=-1050/0, 10-11=1050/0, 1-2=1028/0, 2-3=-2650/0, 3-4=-3669/0, 4-5=4172/0,
5-6=4172/0, 6-7=-4172/0, 7-8=-3688/0, 8-9 =2683/0, 9-10=-1073/0
BOT CHORD 18-19=0/1986, 17-18=0/3288, 16-17=0/4024, 15-16=0/4172, 14-15=0/4036. 13-14=0/3313,
12-13=0/2028
WEBS 10-12=0/1429, 1-19=0/1397, 9-12=1328/0, 2-19=-1333/0,9-13=0/911,2-18=0/923,
8-13=-875/0, 3-18=-887/0, 8-14=0/522, 3-17=0/530, 7-14=-484/0, 4-17=-494/0.
7-15=-178/514.4-16=-168/524
NOTES.
1) Unbalanced floor live loads have been considered for this design
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to wells at their outer ends or restrained by other means.
3) CAUTION, Do not erect truss backwards.
WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED WTEN REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
tobr Callon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suits 312, Alexandria, VA 22314.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
904 Parke East Blvd. Tampa FL 33610
Dots:
May 7,2018
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job Truss Truss Type Oly Ply Perk Sq. Hms./ WELLINGTON - 3096-C TRAY
T13972130
PS03096C -_T F4 FLOOR 1 1
Job Reference (optional)
Mid-Flonda Lumber, Bartow, FL.
0-1-8
H1-3.0i1
4x4 =
1x3 =
1x3 = 3x3 =
1 2
0
9
8.130 s Mar 11 2018 MI I ek Industries, Inc. Mon May 7 10.15:36 2018 Page 1
I D.gt5rinBp10 WOvVKOzN2evcy3lYm-IwSrPO_fscoZgf8JkjzZTBV_7k2vABaK1 mK4A4zlwKn
1-5-12
Scale = 128 8
3x3 = 3x3 = 3x3 = 3x3 = 3x3 = 4x6 =
3 4 5 6 7 8
INLVMOMee lIV-Y Y Y-i-i-Y aS Y-Yi
1
1 5x4 II 4x4 = 3x3 = 3x3 = 1x3 II 1x3 II 3x3 = 3x3 = 4x4 = 3x3 II
17-2-12
17-2-12
Plate Offsets (X Y)— ll:Edae.0-1-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0 20 13-14 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(CT) -0 27 13-14 >755 240
BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.05 9 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight: 90 lb FT = 0%F, 0%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.1(flal) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1 8=930/0-7-8. 9=930/0-3-8
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
TOP CHORD 1-18=-924/0, 8-9=-924/0, 1-2=-891/0, 2-3=-2255/0, 3-4=-3009/0, 4-5=-3248/0, 5-6=-3021/0, 6-7=-2282/0,
7-8=-930/0
BOT CHORD 16-17=0/1720, 15-16=0/2763, 14-15=0/3248, 13-14=0/3248, 12-13=0/3248, 11-12=0/2782, 10-11=011755 WEBS 8-10=0/
1238, 1-17=0/1211, 7-10=-1147/0,2-17=-1153/0, 7-11=0/733, 2-16=0/744, 6-11=-695/0, 3-16=-706/0, 6-12=0/417,
3-15=0/424, 5-12=-515/29, 4-15=-526/18 NOTES- 1) Unbalanced floor
live
loads have been considered for this design. 2) Recommend 2x6 strongbacks,
on edge, spaced at 10-0-0 oc and fastened to each truss with 310d (0.131" X 3") nails Strongbacks to be attached
to walls at their outer ends or restrained by other means. 3) CAUTION, Do not
erect truss backwards This item has been
electronically signed and sealed
by Velez, Joaquin,
PE using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and
the signature must be verified
on any electronic copies.
Joaquin Velez PE No.
68182 MiTek USA, Inc. FL
Cert 6534 904 Parke East Blvd.
Tampa FL 33610 Date. May 7,2018
AWARNING -
Verify design parameters
and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI1.7473 rev. fo/o3/201e BEFORE USE. Design vatld for use
any, with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not • a truss system Before
use. the bustling designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated
Is to prevent buckling of Individual buss web and/or chord members only Additional temporary and permanent bracing MiTek• is always required forstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthelabricatlon, storage, delivery, erection
and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DS849 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from
Truss Plate Institute, 21a N Lee Street, Suite 312, Alexandria, VA 22314 Tampa. FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-C_TRAY
T13972131
PS03096C_-_T F5 FLOOR 4 1
job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
0-1-8
H1-3-0 I
4x4 =
3x6 FP =
2 3
3x3 =
4
t1.1Ju S Mar 11 zult1 Mliex Industries, Inc. Mon May / lu:ltr:Jr zulb Fage 1
I D:gt5dnBpIO WQvVKOzN2evcy3lYm-M67Ddm_HdwwOSptUHOVoOP 14t8L5vZgTG04di WzlwKm
1-2-4 i
3x3 = 1x3 II 3x3 =
5 6 7
Scale = 1:34.7
3x3 = 3x3 = 4x4 = 4x6 =
8 9 10 11
iq
1.5x4 II 4x6 = 4x4 = 3x3 = 3x3 = tx3 II 3x3 = 3x3 = 3x6 FP = 4x6 = 3x3 II
4x4 =
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 400 Plate Grip DOL 1.00 TC 0.90 Vert(LL) -0.40 17-18 >616 360 MT20 244/190
TCDL 100 Lumber DOL 1.00 BC 097 Vert(CT) -0.54 17-18 >449 240
BCLL 0.0 Rep Stress Incr YES WB 073 Horz(CT) 0.08 12 n/a n/a
BCDL 5.0 Code FBC2017rTP12014 Matrix-R Weight, 107 lb FT = 0%F, 0%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
BOT CHORD 2x4 SP No.1 D(flat) *Except* except end verticals.
12-14: 2x4 SP No.2(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3(Oat) Except:
2-2-0 oc bracing: 18-19,17-18.
REACTIONS. (lb/size) 23=1121/0-7-8.12=1121/0-3-8
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-23=-1113/0, 11-12=-1114/0, 1-2=1096/0, 2-4=-2854/0, 4-5=-3995/0, 5-6=4685/0,
6-7=4685/0, 7-8=-4604/0, 8-9=-4030/0, 9-10=-2887/0, 10-11=-1147/0
BOT CHORD 21-22=0/2122, 20-21=0/3554, 19-20=0/4431, 18-19=0/4685, 17-18=0/4685, 16-17=0/4461,
15-16=0/3578,13-15=0/2168
WEBS 11-13=0/1527, 1-22=0/1490, 10.13=-1421/0, 2-22=1427/0, 10-15=0/999, 2-21=0/1018,
9-15=-961/0, 4-21=-973/0, 9-16=0/629, 4-20=01613, 8-16=-600/0, 5-20=-606/0,
B-17=-42/382, 5-19=97/636, 7-17=-440/230
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 slrongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
3) CAUTION, Do not erect truss backwards.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MTek USA, Inc. FL Cart 6834
6904 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
Q WARNING - verify dss/gn perimeters and READ NOTES ON INS AND INCLUDED MITEK REFERENCE PA E M11.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MITek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system. Before use, the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW
is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
isbrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information evallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty, Ply Park Sq. Hms./ WELLINGTON - 3096-C TRAY
T13972132
PS03096C_-_T F6 FLOOR 2 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL
11-3-0
1 3x6 =
8.130 s Mar 11 2018 MiTek Industries, Inc Mon May 7 10 18 38 2018 Page 1
ID:13fDz79R WkeH WfvD W4atSpy3lYl-EJZcg6ME2H3zIhr801 YcaMLXmWe6Zd V4pAFyzlwKl
1 5-12
Scale = 1.22 5
3x3 = 3x3 = 3x3 II 3x3 =
2 3 4 5
3x3 =
6
14 13 12 10 9
3x3 11 3x3 = 3x3 = 1x3 II 3x6 = 3x3 =
3x3 =
7
3x3 = Ix3 II
7-1-4 1 2S-12 2.4.8 0.1-8 10.4.8
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.08 12-13 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(CT) -0.11 12-13 >782 240
BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.02 8 n/a n/a
BCDL 5.0 Code FBC2017(rP12014 Matrix-R Weight, 72 lb FT = 0%F, 0%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(0at) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 15=513/0-3-0, 8=499/0-7-8. 11=450/0-7-8
Max Grav 15=526(LC 3), 8=499(LC 1). 11=476(LC 8)
FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-15=-518/0, 7-8=-498/0, 1-2=-477/0, 2-3=976/0, 3-4=956/0, 4-5=956/0, 5-6=-874/0, 6-7=432/0
BOT CHORD 13-14=0/898, 12-13=0/956, 11-12=0/956, 10-11=0/949, 9-10=0/810
WEBS 1-14=0/634, 2-14=586/0, 7-9=0/588, 6-9=526/0. 4-11=-267/0, 5-11=-359/269
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6834
59D4 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
WARNING - Verify daalgn paramarars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rov. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not •
a truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
bulldIng design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for slabany and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria, DSB-09 and BCSI Building Component 69D4 Parke East Blvd
Saftty Information available from Truss Plate Institute, 218 N Lae Street, Suite 312, Ataxandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms / WELLINGTON - 3096-C TRAY
T13972133
PSQ3096C_-_T F6A FLOOR 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
1-3-0
1 3x6 =
15 14
3x3 11 4x4 =
8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:18:38 2018 Page 1
ID,131Dz79R WkeH WfvD W4etSpy3lYl-EJZcg67vOE2H3zlhr801 YcaLCXjoe39dV4pAFyzlwKl
1 9.4
I
3x3 = 3x3 = tx3 II 3x3 =
2 3 4 5
13 12 11
3x3 = 1 x3 I I 3x3 =
10
3x3 =
3x3 =
6
Scale = 122 8
3x6 =
7
LIN
9
4x4 = 3x3 II
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 400 Plate Grip DOL 100 TC 0.54 Vert(LL) -0.14 10-11 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(CT) -0.18 10-11 >896 240
BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.03 8 n/a n/a
BCDL 5.0 Code FBC2017rTP12014 Melrix-R Weight: 73 lb FT = 0%F, 0%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flal) except end verticals.
WEBS 2x4 SP No.3(Ilat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 15=744/Mechanical, 8=744/0-3-8
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-15=-739/0, 7-8=-736/0, 1-2=-720/0, 2-3=1681/0, 3-4=-2040/0, 4-5=-2040/0, 5-6=-1686/0, 6-7=-719/0
BOT CHORD 13-14=0/1348, 12-13=0/2040, 11-12=0/2040, 10-11=0/1972, 9-10=0/1356
WEBS 7-9=0/957, 1-14=0/958, 6-9=-887/0, 2-14=873/0, 6-10=0/459, 2-13=0/473, 5-10=-399/0, 3-13=571/0.
5-11=-111 /348
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.88182
MiTek USA, Inc. FL Cert 6834
6904 Parks East Blvd. Tampa FL 33610
DBh:
May 7,2018
WARNING. verify design parameter and READ NOTES ON TN1S AND INCLUDED WTEN REFERENCE PAGE Ml1.7473 ray. 1010312015 BEFORE USE.
Design wild for use only with MITek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
a truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary end permanent bracing Welk'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITTPI7 Quality Criteria, DSB-a9 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tamps, FL 36610
Job Truss Truss Type Oty Ply Park Sq. I-Ims./ WELLINGTON - 3096-C—TRAY
T73972134
PS03096C_-_T F6B FLOOR 1 1
Job Reference (optional)
Mid-Flonda Lumber, Barlow, FL.
11
6x6 =
1
3x6 II
2
o. tau s mar i i zu to mi i ex muusuts, inc. mun may t w: io:Ja cu io ray. i
ID:13fDz79R WkeH WfvD W4atSpy3lYl-iV7_2SOY9XA8h7luPrXG5g6SJx70NUwmkkZknPzlwKk
1
3x6 11 3x6 11 4x6 11
3 4 5
3x3 II
6
Scale = 1.22.4
4x6 II
7
tY Y—Y Y Y r•
ce%%yg%i i'%i'%
3x3 11 3x3 = 3x3 = 1.5x4 II 3x6 = 3x3 = 4x6 = 2x4 II
7-1-4 9.7.4 11-11-12 12r1r4 13-5-12
7-1 4 2 8A 2 4 8 0.1•B 1-0-8
1
Plate Offsets (X Y)— 17,0-3-O.Edgel, 18:0-1-8.Edgel
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell L/d
TCLL 400 Plate Grip DOL 1 00 TIC0.77 Vert(LL) 0.02 9-10 999 360
TCDL 10.0 Lumber DOL 1.00 BC 059 Vert(CT) 0.03 9-10 999 240
BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(CT) 0.01 8 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-R
PLATES GRIP
MT20 244/190
Weight: 90 lb FT = 0%F, 0%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(8at) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals
WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing,
Except:
6-0-0 oc bracing: 12-13.11-12
REACTIONS. All bearings 7-9-0 except (jt=length) 8=0-7-8.
lb) - Max Grav All reactions 250 lb or less at joint(s) except 15=268(LC 3), 8=1311(LC 4). 14=749(LC 3). 13=880(LC
3). 12=958(LC 7), 11=1967(LC 7)
FORCES. (lb) Max. Comp./Max Ten - All forces 250 (lb) or less except when shown.
TOP CHORD 1-15=-264/0, 7-8=-1304/0, 1-2=0/254, 2-3=0/674, 3-4=0/737, 4-5=0/737, 5-6=-1363/0,
6-7=972/0
BOT CHORD 13-14=0/349, 12-13=-737/0, 11-12=-737/0, 10-11=0/827, 9-10=0/1877
WEBS 1-14=-331/0, 2-14=-789/0, 2-13=-1275/0, 3-12=956/0, 7-9=0/1290, 6-9=-1227/0,
6-10=-702/0, 5-10=O1732, 4-11=638/0, 5-11=-2035/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 13-5-12
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
This item has beenUniformLoads (plf)
Vert: 8-15=-10, 1-7=-353 electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.66162
Well USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33810
Date:
May 7,2018
Q WARNING - Verity design pa —tare and READ NOTES ON TNiS AND INCLUDED af1TEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrkatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPi1 Quality Criteria, 0513-89 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36810
Job Truss russ Type Oty Ply Park Sq Hms./ WELLINGTON - 3096-C TRAYFLOOR T13972135
PS03096C_•_T F7 12 1
Job Reference (optional
Mid-Flonda Lumber, Barlow, FL
1-3-0
1 3x6 =
3x3 =
2
8.130 s Mar 11 2013 MITek Industries, Inc. Mon May 7 1U:18:4U ZU1H Page 1
I D.13fDz79RWkeH W fvDW4atSpy3lYl-Bhh MFo 1 AwA9JGS4zZ2 Ve 1 f ILTr6_Bvy01HJrzlwK)
0.11A 0 ,
Scale = 1:21.4
3x3 = 1x3 II 3x3 =
3 4 5
3x3 =
6
3x4 =
1x3 =
71x3 =
3x3 II 3x4 = 3x3 = 1x3 II 3x3 = 3x3 = 3x4 = 1x3 II
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud
TCLL 400 Plate Grip DOL 1 00 TC 0.41 Vert(LL) 0.07 11 999 360
TCDL 100 Lumber DOL 1 00 BC 0.58 Vert(CT) 0.10 10-11 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.02 8 n/a n/a
BCDL 5.0 Code FBC20171TP12014 Matrix-R
LUMBER- BRACING -
PLATES GRIP
MT20 244/190
Weight: 69 lb FT = O%F, 0%E
TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No 2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 15=694/0-3-8, 8=694/0-7-8
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-15=-689/0, 7-8=-688/0, 1-2=665/0, 2-3=1520/0, 3-4=-1794/0, 4-5=-1794/0, 5-6=-1510/0, 6-7=-637/0
BOT CHORD 13-14=0/1247, 12-13=0/1794, 11-12=0/1794, 10-11=0/1762, 9-10=0/1225
WEBS 7-9=0/866, 1-14=0/886, 6-9=-818/0, 2-14=809/0, 6-10=0/396, 2-13=0/388, 5-10=-350/0, 3-13=43210, 5-11 =- 139/
259 NOTES. 1) Unbalanced
floor
live loads have been considered for this design 2) Recommend 2x6
slrongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be
attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do
not erect truss backwards. Q WARNING - Vsrlfy
daslgn psmmeI and READ NOTES ON TMS AND INCLUDED MI TEK REFERENCE PAGE 11111.7473 ray. 1010312015 BEFORE USE. Design valid for
use only with MITek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not buss system. Before
use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design Bracing
Indicated Is to prevent buckling of Individual truss web and/or chard members only Additional temporary and permanent bracing Is always required
for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabr cnon, storage,
delivery erection and bracing of trusses and truss systems, see ANSUTP11 Ouallty Criteria, OSB-89 and SCSI Building Component safety Information avaliabie
from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 This item has
been electronically signed and
sealed by Velez,
Joaquin, PE using a Digital
Signature. Printed copies of
this document are not
considered signed and sealed
and the signature must be
verified on any electronic
copies. Joaquin Velez PE
No.68182 MiTek USA, Inc.
FL Cert 6634 6904 Parke East
Blvd. Tampa FL 33610 Date: May 7,
2018
MiTek' 6904 Parke
East
Blvd Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-C TRAY
T13972136
PS03096C_-_T F8 FLOOR 9 1
Job Reference (optional)
Mid -Florida Lumber, Banow, FL.
1 o
4x6 =
1
8 130 s Mar 11 2018 MiTek Industries, Inc Mon May 7 10.18:41 2018 Page 1
ID mGDrATA3H1m88oUP4o56_ly31Yk-fuFkS82oh90sw01GWGZkAFCqVImkrNL3B22grHzlwKi
144 0*8
Scale = 1 32.8
04 =
lx3 =
3x4 = 3x3 = 3x3 = tx3 II 1x3 II 3x3 = 3x3 = 3x4 = 1x3 =
2 3 4 5 6 7 8 9 10
22 q
21
3x3 II 4x6 = 3x4 = 3x3 = 3x3 = 3x3 = 3x3 = 3x4 = 4x6 = 1 5x4 II
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) 0.32 15-16 >715 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(CT) 0.44 15-16 >521 240
BCLL 00 Rep Stress Incr YES WB 0.68 Horz(CT) 0.08 11 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight 102 lb FT = O%F, 0%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural woad sheathing directly applied or 5-7-1 oc purlins,
BOT CHORD 2x4 SP No 1(Bat) except end verticals.
WEBS 2x4 SP No 3(Bat) 'Except' BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
1-20,10-11: 2x4 SP No.2(flat)
REACTIONS. (lb/size) 20=1061/0-3-8, 11=1061/D-7-8
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 1-20=-1054/0, 10-11=-1055/0, 1-2=1079/0, 2-3=-2698/0, 3-4=-3712/0, 4-5=4207/0,
5-6=4207/0, 6-7=-4207/0, 7-8=-3693/0, 8-9=2665/0, 9-10=-1033/0
BOT CHORD 18-19=0/2038, 17-18=0/3332, 16-17=0/4064, 15-16=0/4207, 14-15=014053, 13-14=0/3307,
12-13=0/1996
WEBS 10-12=0/1404, 1-19=0/1436, 9-12=1340/0, 2-19=-1335/0, 9-13=0/930, 2-18=0/918,
8-13=-893/0, 3-18=-882/0, 8-14=01537, 3-17=0/528, 7-14=-50110, 4-17=-490/0, 7-15=-
165/538,4-16=-175/528 NOTES- 1)
Unbalanced
floor live loads have been considered for this design. 2) Recommend
2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means 3) CAUTION,
Do not erect truss backwards. This item
has been electronically signed
and sealed by
Velez, Joaquin, PE using a
Digital Signature. Printed copies
of this document are
not considered signed and
sealed and the signature must
be verified on any
electronic copies. Joaquin Velez
PE No.68182 MiTek USA,
Inc. FL Cart 6634 69D4 Parke
East Blvd. Tampa FL 33610 Date: May
7,
2018 AWARNING - Vorlfy
design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1N0312015 BEFORE USE. Design valid
for use only with MiTelm connectors This design Is based only upon parameters shown, and Is for an Individual building component, not• a truss
system Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall budding design
Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, Is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage,
delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd Safety Information
available from Truss Plate Instltute, 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36810
Job Truss Truss Type City Ply Park Sq. Hms./ WELLINGTON - 3096-C_TRAY
T13972137
PS03096C_-_T FBA FLOOR 1 1
Job Reference (optional)
Mid-Flonda Lumber, Harlow. FL.
j1-3-0 i t5.
13U s Mar 11 ZU1 is MI l ex industries, Inc Mon May / Iu:I t1:gz zu lb rage I ID:
mGDcATA3HIm88oUP4o56_1y3lYk-74p6gT20SSYjYacT4_4zjSkvY93 asCCOin00kzlwKh 111-
40*8 Scale
c 1.32.7 3x4 =
lx3 =
3x3 =
3x3 = 3x3 II 4x4 = lx3 II 1x3 II 3x3 = 3x3 = 3x3 = lx3 = 2
3 4 5 6 7 8 9 10 11 II
r-,
ll,
1 I -••-=ji JilltV-
a4r Y-e41-Yt_=1 I /
4 R t
3x3
II 3x3 = 3x3 = 3x6 = 4x4 = 3x3 = 3x3 = 3x3 = 3x4 = ix3 II 23
22
8-
9-0 -.4 I
8-
9-0 12-19170-4 I
Plate
Offsets (X Y)— I11.0-1-8 Edgel 117 0-1-8 Edael LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL
40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) -0.15 15-16 >999 360 MT20 244/190 TCDL
10.0 Lumber DOL 1.00 BC 099 Vert(CT) -0.20 15-16 >756 240 BCLL
00 Rep Stress Incr YES WB 0 52 Horz(CT) 0.02 12 n/a nla BCDL
5.0 Code FBC2017/rP12014 Matrix-R Weight: 105 lb FT = 0%F, 0%E LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT
CHORD 2x4 SP No.2(flat) BOT CHORD Structural wood sheathing directly applied. WEBS
2x4 SP No.3(flat) REACTIONS. (
lb/size) 21=230/0-3-8. 12=639/0-3-8, 18=1254/0-3-8 Max
Uplift 21=-12(LC 4) Max
Grav 21=305(LC 3), 12=648(LC 4), 18=1254(LC 1) FORCES. (
lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP
CHORD 1-21=-300/18, 11-12=-644/0, 2-3=277/221, 34=0/675, 4-5=0/675, 5-6=-978/0, 6-
7=978/0, 7-8=-978/0, 8-9=-1570/0. 9-1 0=- 1357/0. 10-11=58910 BOT CHORD 19-20=100/
405, 18-19=-383/119, 16-17=0/978, 15-16=0/1470, 14-15=0/1583, 13-14=0/1123 WEBS
1-20=-57/297,
2-20=-254/79, 2-19=285/0, 3-19=01341. 3-18=-626/0, 5-18=-1041/0, 5-17=0/1085, 6-17=-522/
0, 11-13=0/800, 1D-13=743/0, 10-14=0/326, 9-14=-314/0, 8-16=-711/0, 7-16=0/
291 NOTES- 1) Unbalanced floor live loads have
been
considered for this design. 2) Provide mechanical connection (by others) of
truss to bearing plate capable of withstanding 12 lb uplift at Joint 21. 3) Recommend 2x6 strongbacks, on edge, spaced
at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Slrongbacks to be attached to walls at
their outer ends or restrained by other means 4) CAUTION, Do not erect truss backwards
This item has been electronically signed and
sealed by Velez, Joaquin,
PE using a
Digital Signature. Printed copies of
this document are not
considered signed and sealed
and the signature must
be verified on any electronic
copies. Joaquin Velez PE
No.68182 MiTek USA,
Inc. FL Cart 8834 89D4
Parke East Blvd. Tampa FL 33610
Date: May 7,2018 Q WARNING - Vanity
design
parameters and READ
NOTES ON THIS AND INCLUDED M1TER REFERENCE PAGE M11-7473 rev IGM312015 BEFORE USE. Design valid for use only with MITek®
connectors This design Is based only upon parameters shown, and Is for an Individual building component, not • a truss system. Before use, the building
designer must verify the applicability of design parameters and property Incorporate lhfs design Into the overall building design Bracing Indicated Is to prevent
buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• I9 always required for stability and to
prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of
trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and BCSI Building Component 9904 Parke East Blvd Safety Information available from Truss Plata Institute,
218 N Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610
Jab Truss Truss Type Oty Ply Park Sq. Hms / WELLINGTON - 3096-C-TRAY
T13972138
PS03096C_-_T F9 FLOOR 1 1
Job Reference o lional
Mid -Florida Lumber, Bartow, FL
0-1-8
H 1I3-0 I
4x4 =
2
3x3 =
3
8 130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10.18.42 2018 Page 1
ID ESm_NpBh2Lu7my3beVcLXEy3IYl-74p6gT20SSYjYacT4 4zjSk e95gagdCOinOOkzlwKh
1-9-0 01 8
r-; S a = 1:33,6
3x3 = 1x3 II 1x3 II 3x3 = 3x3 = 4x4 =
4 5 6 7 6 9
4x4 =
1x3 =
1x3 =
10
24 q
23 ¢'
1.50 II 4x6 = 4x4 = 3x3 = 3x3 = 3x3 = 3x3 = 4x4 = 4x6 = 1 5x4 II
941-8 11-0-0 20-0-0
9-4-8 9-0-0
Plate Offsets (X Y)- 11:Edge 0-1-81 110 0-1-8 Edgel
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeO Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.35 15-16 >681 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 088 Vert(CT) -0.48 15-16 >495 240
BCLL 00 Rep Stress Incr YES WB 0.68 Horz(CT) 0.08 11 n/a n/a
BCDL 50 Code FBC2017/TPI2014 Matrix-R Weight: 102 lb FT = 0%F, 0%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(0at) TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc purlins,
BOT CHORD 2x4 SP No.l(flal) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 20=1079/0-7-8, 11=1079/0-7-8
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-20=-1073/0, 10-11=-1073/0, 1-2=1053/0, 2-3=-2722/0, 3-4=-3788/0, 4-5=4346/0,
5.6=4346/0, 6-7=-4346/0, 7-8=-3788/0, 8-9=2722/0, 9-10=-1053/0
BOT CHORD 18-19=0/2035, 17-18=0/3384, 16-17=0/4166, 15-16=0/4346, 14-15=0/4166, 13-14=0/3384,
12-13=0/2035
WEBS 10-12=0/1431, 1-19=0/1431, 9-12=1366/0, 2-19=-1366/0, 9-13=0/956, 2-18=0/956,
8-13=-920/0, 3-18=-920/0, 8-14=0/562, 3-17=0/562, 7-14=-525/0, 4-17=-525/0,
7-15=-151/601, 4-16=-151/601, 5-16=-283/20, 6-15=-283/20
NOTES-
1) Unbalanced floor live loads have been considered for this design
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to wells at their outer ends or restrained by other means
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
69D4 Parka East Blvd. Tampa FL 33610
Date:
May 7,2018
AWARNING - Varlly design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE.
Design valid for use only with MlTakO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not •
a truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Adddlonal temporary and permanent bracing MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss Systems, see ANSUTP11 Quality Criteria. DSB.es and BCSI Building Component 6904 Parke East Blyd
Safety Information available from Truss Plate Institute, 218 N Lee street, Sure 312. Alexandria, VA 22314 Tempe, FL 36610
Job Truss Truss Type 0ly Ply Park Sq. Hms./ WELLINGTON - 3096-C_TRAY
T13972139
PS03096C_ T FT1 FLOOR 1
Job Reference o do al
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 Mi rek Industnes. Inc. Mon May 7 10:18:43 2018 Page 1
ID:NJeA50DOZzYPKzVhozPTsy3Wjz-bGNVtp32DmgZAkBfehbC FgH85YdVJR WMeMXxwAzlwKg
3-5-8
3-5-8
1 4x4 = 5 6 2 2x4 II
Scale = 1 94
15x4 II 4x4 =
LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) 0.00 4 "" 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) -0.00 4 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 000 3 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix -MP Weight: 39 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x6 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.2 BOT CHORD
REACTIONS. (lb/size) 4=1407/Mechanical, 3=879/Mechanical
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-4=-1399/0, 2-3=-871/0
Structural wood sheathing directly applied or 3-5-8 oc purllns,
except end verticals.
Structural wood sheathing directly applied or 10-0-0 oc bracing
NOTES- (6)
1) 2-ply truss to be connected together with 10d (0 148"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc
Bottom chords connected as follows: 2x4 - 1 row at D-9-0 oc
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated
3) Refer to girder(s) for truss to truss connections.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-G-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1056 lb down at 0-8-0, and
1056 lb down at 2-0-0 on top chord The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced). Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 3-4=5, 1-2=-50
Concentrated Loads (lb)
Vert, 5=- 1 056(F) 6=- 1 056(F)
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Can 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
WARNING - Verify daslgn paramaran and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA E MII.7473 ray. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
buss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall
building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing Welk' shveys required for stability end to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI/ Quality Criteria, DSB-eg and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms / WELLINGTON - 3096-C TRAY
T73972140
PS03096C_ T FT2 FLOOR 1
Job Reference (optional
Mid-Florida Lumber. Barlow. FL.
4x4 =
1 5x4 11
3-5-0
o.1;1u s mar n zulo m ieK inausmes, inc. mon may t 1u:io'44 zulo rage I
ID NJeA50DOZzYPKzVhozPTsy3wz-3Twt594g_4o0numrCO7RotgNiyzk2umVtOGVSczlwKf
5 2 2x4 II
3
4x4 =
Scale = 1 9.4
LOADING (psf) SPACING- 1-0-0 CSI. DEFL. In loc) gdefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 100 TC 0.47 Vert(LL) 0.00 4 "" 360 MT20 244/190
TCDL 10.0 Lumber DOL 100 BC 0.01 Vert(CT) -0.00 4 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 5.0 Code FBC2017rrPI2014 Matrix -MP Weight 38 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x6 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals
WEBS 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=421/Mechanical, 3=68 1 /Mechanical
FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 14=413/0, 2-3=-673/0
NOTES- (5)
1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows:
Top chords connected as follows 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc
Webs connected as follows, 2x4 - 1 row at 0-9-0 oc
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated
3) Refer to girder(s) for truss to truss connections.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced). Lumber Increase=l 00, Plate Increase=1.00
Uniform Loads (plf)
Vert 3-4=5, 1-2=-50
Concentrated Loads (lb)
Vert: 5=-930
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.66162
MTek USA, Inc. FL Cart 6634
69D4 Parke East Blvd. Tempe FL 33610
Date:
May 7,2018
AWARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 ray. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and Is for an Individual building component, not •
truss system Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIl Quality Criteria, DSB-09 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 2111 N Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms / WELLINGTON - 3096-C_TRAY
T13972141
PS03096C_ T G1 FLAT 1
Job Reference o lional
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:18:44 2018 Page 1
ID ESm NpBh2Lu7my3beVcLXEy31Yj-3Twt594g_4o0numrCO7RotgOyoX2ngV10GVSczlwKf
I 2.0-2 F 3-10.7 5.8-13 7-7-3 I 9.5.9 11-3.14 I 13-4-0 ,
2-0-2 1-10.8 1.10.8 1-10.8 1.10.8 1-10.8 2_ _2
2x4 II 5x8 = 15.4 II 4x4 =
1 2 3 4 5 04 =
1.5x4 II
Scale = 1 22 4
5x8 = 2x4 II
7 8
16 2x4 II 5x8 = 2x4 II 2x4 II 5x8 = 2x4 II 9
4x4 = 4x4 =
2.0-2 1-10.8 1-10.8 1-10.8 1.10-s
11-3.14
1-1as
I 13-4-0 I
2-0-2
LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/de0 Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 100 TC 0.39 Vert(LL) 0 12 12-13 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 100 BC 073 Ven(CT) 0.16 12-13 958 240
BCLL 00 Rep Stress Incr NO WB 0.51 Horz(CT) 0.03 9 We n/a
BCDL 50 Code FBC2017frP12014 Matrix-R Weight: 218 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.1
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 16=2794/0-7-8.9=2794/0-7-8
Max Uplift 16=-762(LC 4). 9=-762(LC 4)
FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 1-16=-405/118, 1-2=-520/142, 2-3=7271/1982, 3-4=-7271/1982,4-5=-8876/2420, 5-6=-7271/1982, 6-7=-7271/1982,
7-8=520/142, 8-9=-405/118
BOT CHORD 15-16=1207/4424, 14-15=-1207/4424, 13-14=-2420/8876, 12-13=-2420/8876, 11-12=-2420/8876, 10-11=1207/4424,
9-10=-1207/4424
WEBS 2-16=4390/1197. 2-14=-872/3202, 3-14=-543/164, 4-14=-1805/493, 5-11=-1805/493, 6-11=-543/164, 7-11=-872/3202,
7-9=-4390/1197
NOTES- (9)
1) 3-ply truss to be connected together with 10d (0 148"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-8-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at D-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated
3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf, h=15ft, Cat II, Exp B, Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 762 lb uplift at joint 16 and 762 lb uplift
at joint 9.
8) Girder carries tie-in span(s). 6-8-0 from 0-0-0 to 13-4-0; 7-0-0 from 0-0-0 to 13-4-0
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=l 00
Uniform Loads (pig
Vert: 1-8=31l(F=-244), 9-16=-118(F=-111)
0 WARNING - verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 rev. f 0/03/2015 BEFORE USE.
Design valld for use only with Mrrek® connectors, This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system Before use, the building designer must verity the applkabiliry, of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of IndlNduel truss web and/or chord members only Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alaxandds. VA 22314.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.66162
MiTek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tramps FL 33610
Date:
May 7,2018
MiTek
6904 Parke East Blvd
Tampa, FL 36010
Job Truss Truss Type Oly Ply Perk Sq Hms / WELLINGTON - 3096-C_TRAY
T13972142
PS03096C_ _T G2 FLAT 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8 130 a Mar 11 2018 MiTek Industries, Inc Mon May 7 10:18,46 2018 Page 1
ID:ieKMb9CJpfOsN6eoCD7a4Sy3lYi-7r2d Wr5xWh281 BvEJp9vtl vflmR E WbyoLKlbXVzlwKd
5-2-4 7-8-8 110
1
12-
5.1103 14-10-7 ( 17-3-2 7-12I 2-24 27 102-4-
1024-( 281 42-0-4 22-0-10 22-8-0 Scala = 1.46.5
THIS TRUSS IS NOT
SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL.
6x6 = 1 5x4 II
4x8 = 1.5x4 II 4x8 = 1 5x4 II 4x4 = 5x5 = 4x4 = 5x8 = 1 5x4 II 6x6 = 1 2 3 4
5 6 7 8 9 10 11 12 24 23 25 22
21 20 19 18 17 16 15 14 13 4x4 II 7x8 = 2x4
II 7x8 = 2x4 II 4x4 = 2x4 II 4x8 = 4x4 = 2x4 II 6x8 = 3x4 II 2.8-0 5-
2 27 F 2-4 -0-4
62A 2-0 i 2-8-0 10
2-
010 -10280 PlateOffsets (X,Y)— (8.
0-2-8.0-3-01 121:0-4-0.0-4-121 LOADING (psf) SPACING- 2-0-
0 CSI. DEFL. In floc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip
DOL 1.00 TIC 076 Vert(LL) -0.80 18-19 >408 360 MT20 244/190 TCDL 10.0 Lumber DOL
1.00 BC 0.90 Vert(CT) -1.09 18-19 >297 240 BCLL 00 Rep Stress Incr
NO WB 0.85 Horz(CT) 0.08 13 n/a n/a BCDL 50 Code FBC2017lrP12014 Matrix-
R Weight: 445 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4
SP No
2 TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc purlins, BOT CHORD 2x6 SP No.
2 'Except' except end verticals. 13-21: 2x6 SP No.
1 BOT CHORD Structural wood sheathing directly applied or 10.0-0 oc bracing, WEBS 2x4 SP No.3
Except: 2-2-0 oc bracing:
17-18. REACTIONS. (lb/size) 24=3167/
0-7-8, 13=2227/0-3-8 Max Uplift 24=-829(LC
4), 13=613(LC 4) FORCES. (lb) - Max. Comp /Max
Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-24=-2197/
594, 1-2=-5850/1551, 2-3=-5850/1551, 34=11293/3067, 4-5=-11293/3067, 5-6=14342/3927, 6-
7=-14342/3927, 7-8=14011/3845, 8-9=-14034/3853, 9-10=-13237/3638, 10.
11=-4939/1358, 11-12=-4939/1358, 12-13=1893/530 BOT CHORD 23-24=221/
836, 22-23=-2560/9499, 21-22=2560/9499, 20-21=-3675/13476, 19-20=-3675/13476, 18-
19=-3927/14342, 17-18=-3927/14342, 16-17=-3638/13237, 15-16=-2728/9917, 14-
15=-2728/9917, 13-14=-167/597 WEBS 5-21=-2352/656,
5-19=271/933, 7-17=-357/106, 9-17=-232/858, 9-16=-513/161, 3-22=-70/343, 10-
15=-60/297, 1-23=1423/5364, 3-23=-3904/1080, 3-21=542/1919. 12-14=-1274/4645, 10-
14=-5325/1465, 10-16=-974/3552 NOTES- (10) 1) 3-ply
truss to
be connected together with 10d (0.148"0") nails as follows: Top chords connected as follows
2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows:
2x6 - 2 rows staggered at 0-9-0 oc Webs connected as follows: 2x4 -
1 row at 0-9-0 oc. 2) All loads are considered
equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided
to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10;
Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; Cat. ll, Exp B; Encl., GCpi=0.18; MWFRS (envelope)
gable end zone; Lumber DOL=1 60 plate grip DOL=1.60 4) Provide adequate drainage to
prevent water ponding 5) This truss has been
designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been
designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom
chord and any other members. 7) Provide mechanical connection (by
others) of truss to bearing plate capable of withstanding 829 lb uplift at joint 24 and 613 lb uplift at joint 13. 8) Girder
tames tie-in
span(s): 19-6-4 from 0-0-0 to 3-5-0 9) Hanger(s) or other
connection device(s) shall be provided sufficient to support concentrated load(s) 898 lb down and 248 lb up at 19-7-12 on bottom
chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard This
item has been electronically
signed and sealed by
Velez, Joaquin, PE
using a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the
signature must be verified on
any electronic copies. Joaquin
Velez PE No.68182
MiTek USA, Inc. FL Cart
6634 6904 Parke East Blvd. Tampa
FL 33610 Date: May 7,2018 AWARNING -
verify
design paramofen and
READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PA E 01,1I1.7473 rov. 10103/2015 BEFORE USE. Design valid for use only
with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not '• a truss system. Before use.
the building designer must verify the applicability of design parameters end property Incorporate this design into the overall building design Bracing Indicated Is
to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery, erection and
bracing of trusses end truss systems. see ANSIRPI1 Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information evallable from Truss
Plate Institute. 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tempe, FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-C_TRAY
T13972142
PS03096C_ _T G2 FLAT 1
Job Reference (optional)
Mid -Florida Lumber, Barlow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10 18 46 2018 Page 2
I D-ieKMb9CJpfDsN6eaCD7a4S' 31Yi-7r2d Wr5xWh281 BvEJp9vtivnmRE WbyoLKlbXVzlwKd
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced). Lumber Increase=1.00, Plate Increase=l 00
Uniform Loads (plf)
Vert, 1-12=-100, 24-25=-475(F=-465), 13-25=-10
Concentrated Loads (lb)
Vert: 16=898(F)
WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7e72 rev. 10103120f a BEFORE USE.
Design valid for use only with Mil ekm connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not •
a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOWIsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the
fabrication, storage, delivery,:;action and bracing of trusses and truss systems, see ANSIRPIt Duality Criteria, OSB49 and SCSI Building Component 6904 Parke East Blvd
safety Informallon avallable from Tr as Plate Institute, 210 N. Lee Street, Suite 312. Nexondris, VA 22314. Tamps, FL 36610
Job Truss Truss Type 0ty Ply Park Sq Hms / WELLINGTON - 3096-C TRAY
T13972143
PS03096C_ T G3 FLAT 1
Job Reference (optional)
Mid-Flonda Lumber. Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10 18 48 2018 Page 1
I D:ieKMb9CJpfOsN6eoCD7a4Sy3lYi-yEAOxX7B21JsG V3cREBNyj_?eZ60_Ub5oeEibNzlwKb
2-8-8 5-7-10 8-8-13 + 11-5-15 14-5-2 17-4.4 r 20-0-12
2-8-8 2-11-2 2-11.2 2-11-2 2.11-2 2-11.2 2-8-8
Stale = 1 33 9
7x6 = 1.5x4 It 4x8 = 1.5x4 II 1 5x4 II 5x8 = 1.5x4 II 7x6 =
18 9
7x8 = 7x6 = 4x4 = 4x4 = 2x4 II 7x8 =
4x4 II 4x4 II
2.8.8 t 5.7.10 r BA-13 ,I 11-5-15 14-5-2 17.4.4
2-8 8 2.1 2 2.11.2 2.11.2 2-11-2 2-11-2
i 20-0-12 I
2.8 8
Plate Offsets (X Y)— 16:0 4-0.0 3-01_[9 Edge 0-3-81 f14:0-3-0 0-4-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeO Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 100 TC 0.73 Vert(LL) -0.32 12-13 >740 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(CT) -0.44 12-13 -538 240
BCLL 00 Rep Stress Incr NO W 3 0.91 Horz(CT) 0.04 9 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight, 213 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc purlins,
BOT CHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 16= 1204/0-7-8. 9=3276/0-3-8
Max Uplift 16=-333(LC 4), 9=-906(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-16=-1043/297, 1-2=-2639/729, 2-3=-2639/729, 3-4=-6263/1732, 4-5=-6263/1732,
5-6=6263/1732, 6-7=-4085/1129, 7-8=-4085/1129, 8-9=-1564/441
BOT CHORD 15-16=92/323, 14-15=1375/4971, 13-14=1375/4971, 12-13=-1732/6263,
11-12=-1680/6075, 10-11=-1680/6075, 9-10=146/520
WEBS 1-15=-681/2473, 4-13=312/112, 8-10=-1050/3806, 6.10=-2094/580, 3-15=-2454/680,
3-13=-375/1359
NOTES- (9)
1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows
Top chords connected as follows 2x4 - 1 row at 0-9-0 oc
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated
3) Wind: ASCE 7-10, Vul1=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf h=15ft; Cal It. Exp B; Encl.,
GCpi=O 18, MWFRS (envelope) gable end zone; Lumber DOL=1 60 plate grip DOL=1.60 This Item has been4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide sealed by Velez, Joaquin, PE
will fit between the bottom chord and any other members. using a Digital Signature.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint 16 and 906 lb uplift Printed copies of this
at joint 9.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 898 lb down and 248 lb up at document are not considered
17-4-4. and 1407 lb down and 389 lb up at 19-11-0 on bottom chord The design/selection of such connection device(s) is the signed and sealed and the
responsibility of others. signature must be Verified
on any electronic copies
Joaquin Velez PE No.68182
LOAD CASE S Standard MiTek USA, Inc. FL Cart 6834
1) Dead + Roof Live (balanced). Lumber Increase=1.00, Plate Increase=1.00 6904 Perks East Blvd. Tampa FL 33610
Uniform Loads (plf) Date:
Vert. 1-8=100, 9-16=10
May 7,2018
Q WARNING - Verify design Panmefsn and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not•
buss system Before use, the building designer must verity the applicability, of design parameters and property Incorporate this design Into the overall
building design Bracing indicated Is to prevent buckling of Individual trust web and/or chord members only Additional temporary antl permanent bracing MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery. erection and bracing of busses and truss systems, We ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 8904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N. Les Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610
Job TrTruss Truss Type Ply Park Sq. Hms./ WELLINGTON - 3096-C TRAY
T13972143
PS03096C_-_T FLAT 11
Job Reference footionall
Mid -Florida Lumber. Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:18:48 2018 Page 2
I D:ieKMb9CJpfOsN6eoC D7a4Sy3lYi-yEAOxX7 B2IJsG V3cREBNyj_9eZ60_Ub5oeEibNzlwKb
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 9=-1407(B) 10=898(F)
WARNING - Vorlly design pammotors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IKII-7173rev. 1010312015 BEFORE USE. Design
valid for use only with MITek® connectors, This design is based only upon parameters shown, and Is for an Individual building component, not • a
truss system Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building
design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' akvaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabrication,
storage, delivery. erection and bracing or trusses end truss systems, see ANSIrrPI1 Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd Safety
Information available from Truss Plate Institute, 2le N Lee Street, Suits 312, Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type City Ply Park Sq. Hms./ WELLINGTON - 3096-C TRAY
T13972144
PS03096C_-_T G4 FLAT 1
job Reference (optional)
Mid-Flonda Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:18 49 2018 Page 1
ID ArukoVCxZy8j7GD Iwepcfy3lYh-00km8l8ppcRjufepyicVxXCyzRijOoEll G7gzlwKa
2-8-8 5-7-10 8.6.13 11-5-15 14-5-2 17.4-4 ) 20-0-12
2 8 8 2-11-2 2.11-2 2-11-2 2-11.2 2-11-2 2_ 8 8
Scale = 1:34 0
THIS TRUSS IS NOT SYMMETRIC
PROPER ORIENTATION IS ESSENTIAL.
5x5 = 1 5x4 II 4x8 = 1.5x4 II 4x4 = 5x5 = 4x8 = 3x4 II
3.4 II
6X8 = 7x6 = 40 = 2x4 It 4Xe = Lx4 11
5x5 =
2-8-8 5-7-10 ( 8-6-13 11-5-15 14-5.2 i 17-4-4 20-0-12
2-8-0 2.11.2 2-11-2 2.11.2 2.4-2 2-11-2 2-8 8
Plate Offsets (X.Y)— I6 0-2-8.0-3-01 (14:0-3-0.0.4-81
LOADING (psf) SPACING- 2-0-0
TCLL 40.0 Plate Grip DOL 1.00
TCDL 100 Lumber DOL 1.00
BCLL 0.0 Rep Stress Incr NO
BCDL 5.0 Code FBC2017frP12014
CSI. DEFL. In (loc) Ildefl Ud
TC 063 Vert(LL) 0.32 12 743 360
BC 098 Vert(CT) 0.44 12-13 541 240
WB 0 59 Horz(CT) 0.05 9 n/a n/a
Matrix-R
LUMBER- BRACING -
TOP CHORD 2x4 SIP No.2 TOP CHORD
BOT CHORD 2x6 SIP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 16=1204/0-7-8, 9=1869/0-7-8
Max Uplift 16=-333(LC 4), 9=-517(LC 4)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-16=-1043/298. 1-2=-2641/730, 2-3=-2641/730, 3-4=-6324/1749, 4-5=-6324/1749,
5-6=-5845/1616, 6-7=-5845/1616, 7-8=-472/132
BOT CHORD 15-16=92/323, 14-15=1373/4962, 13-14=-1373/4962, 12-13=-1749/6324,
11-12=-1749/6324, 10-1 1=-1 180/4267, 9-10=1180/4267
WEBS 1-15=-681/2474, 3-15=2443/677. 3-13=-396/1433,4-13=-316/113, 5-11=-504/202,
6-11=-307/111, 7-11=-459/1661, 7-10=-171/713, 7-9=4052/1119
PLATES GRIP
MT20 244/190
Weight: 213 lb FT = 0%
Structural wood sheathing directly applied or 4-6-15 oc purtins,
except end verticals.
Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES- (9)
1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows:
Top chords connected as follows. 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc
Webs connected as follows: 2x4 - 1 row at D-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp B, Encl..
GCpi=0.18; MWFRS (envelope) gable end zone, Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint 16 and 517 lb uplift
at joint 9.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 898 lb down and 248 lb up at
17-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-8=100, 9-16=10
Q wARN1NG - verify design paramafera and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7472 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual budding component, not
a IM33 system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing
Is always required for stability and to prevent collapse With possible personal Injury end property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, sae ANSIITP11 Quality Criteria, DS849 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.66162
MiTek USA, Inc. FL Can 6634
6904 Parke East Blvd. Tampa FL 33610
Dab:
May 7,2018
MiTek'
ages Parke East Blvd
Tampa, FL 36810
Job Truss Truss Type Oty Ply S. Hs./ WELLINGTON - 3096-C_TRAY
T13972144Fj.
8,"
g.f`ar.n,. PS03096C=_T G4 FLAT 1
optional)
Mid -Florida Lumber, Bartow, FL
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 10=898(1`)
8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:18 49 2018 Page 2
ID:ArukoVCxZy8j7GD Iwepofy3lYh-QQkmBl8ppcRjufepyicVxXCyzRijOoEll G7gzlwKa
Q WARNING - Verify cl-Ign parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PACE M11.7473 mv. 1010312015 BEFORE USE.
Design valid for use only with MITsk® connectors This design Is based only upon parameters shown. and Is for an Individual bulldIng component, not •
buss system. Before use, the building designer must verily the applkebillty of design parameters and property Incorporate this design Into the overall
bulltllnp design. Bracing Indicated Is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek•
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fsbricsllon, storage, delivery, erectlon and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-ea and SCSI Building Componont 6904 Parke East Blvd
safety Information avellabie from Truss Plate Institute, 218 N Lee Street. Suite 312, Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type 0ty Ply Perk Sq. Hms./ WELLINGTON - 3096-C_TRAY
T13972145
PS03096C_ _T G5 FLAT 1
job Reference (optional)
Mid-Flonda Lumber, Bartow, FL. 8 13U s Mar 11 2U79 Mi l ek Industries, Inc. Mon May 11U.1ti:5U ZU16 Page 1
I D.ArukoVCxZy8j7GD_Iwepcfy3lYh-ucl8LC9RZwZa VpD7Y1Drl841TNorSP VOFyjpgGzlwKZ
2-3-5 4-4-14 6-8.8 9-6-6 11-1-14 14-1-12 16-3-6 18-4-15 20-8-4
2-3-5 2-1-9 2-1.10 2-11-14 1-7-8 2-11-14 2-1-10 2.1.9 T3.5
Scale = 1 38.1
THIS TRUSS IS NOT SYMMETRIC
PROPER ORIENTATION IS ESSENTIAL.
4x4 = 1 5x4 II 4x8 = 1 5x4 II 4x4 = 5x5 = 5x6 = 5x10 = 1 5x4 II 7x6 =
1 2 3 4 5 6 7 8 9 10
20 n 11
3x4 II 5x8 = 2x4 II 8x 10 MT20HS = 2x4 II 2x4 II Sxa = 2x4 II 7xl2 = 5x6 MT20HS II
2-3-5 4.4-14 i 6.8.8 9$ 11-1-14 14-1-1218.4-
9
20.8.4
2-3-5 2-1-9 2-1-10 2-11-14 1-7A 2-11-14 2-1-10 2-1-9 2-3-5
Plate Offsets (X Y)— f7 0.3-0.0-3-41. f11:Edge.0-3-81. 117:0-4-12.0-4-81
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/de0 Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TIC 090 Vert(LL) -0 54 14-15 >450 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(CT) -0 75 14-15 >327 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(CT) -0.08 20 n/a n/a
BCDL 50 Code FBC2017lrP12014 Matrix-R Weight. 339 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins,
BOT CHORD 2x6 SP No.1 'Except' except end verticals.
11-17: 2x6 SP DSS BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing
WEBS 2x4 SP No 3 'Except'
1-20,10-11,10-12,1-19,3-19,3-17,8-12,8-14 2x4 SP No.2
REACTIONS. (lb/size) 20=2610/0-3-8, 11=5163/0-7-8
Max Uplift 20=-723(LC 4). 11=1434(1_C 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-20=-2277/638, 1-2=-5082/1407, 2-3=-5082/1407, 3-4=14284/3960, 4-5=-14273/3953,
5-6=20813/5768, 6-7=-24330/6744, 7-8=24330/6744, 8-9=-9757/2708, 9-10=9757/2708,
10-11=-4447/1243
BOT CHORD 19-20=166/592, 18-19=-2823/10186, 17-18=-2823/10186, 16-17=-5768/20813,
15-16=-5768/20813,14-15=-5768/20813,13-14=-5369/19350,12-13=-5369/19350,
11-12=-342/1223
WEBS 5-17=6901/1916, 6-14=-1025/3694, 7-14=-2429/697, 10-12=-2595/9357, 5-16=-407/1538,
6-15=-1047/310, 3-18=-58/271, 1-19=-1362/4923, 3-19=-5597/1552, 3-17=-1233/4445,
9-12=-298/105, 8-13=-318/1207, 8-12=-10520/2917, 8-14=-1508/5458
NOTES- (11)
1) 3-ply truss to be connected together with 1Dd (0.148"x3") nails as follows,
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc
This item has beenWebsconnectedasfollows: 2x4 - 1 row at 0-9-0 oc
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to electronically signed and
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Sealed by Velez, Joaquin, PE
3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp 8; Encl , using a Digital Signature.
GCpi=0.18, MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 Printed copies Of this4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise Indicated document are not considered
6) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. signed and Sealed and the
7) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signature must be verified
will fit between the bottom chord and any other members. On any electronic copies. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 723 lb uplift at joint 20 and 1434 lb uplift Joaquin Velez PE No.68182
at joint 11. MTek USA, Inc. FL Cart 6534
9) Girder carries tie-in span(s): 5-0-0 from 14-1-12 to 20-8-4 89D4 Parke East Blvd. Tempe FL 33610
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2168 lb down and 600 lb up at Dab:
14-1-12 on top chord, and 1444 lb down and 399 lb up at 14-1-12, and 649 lb down and 179 lb up at 15-7-8 on bottom chord. The
design/selection of such connection device(s) Is the responsibility of others. May 7,2018
Q WARNING - Verify daslgn parameters and READ NOTES ON TfaS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 10103/2015 BEFORE USE.
Design valid for use only with MITal4D connectors This design Is based only upon parameters shown, and Is for an individual bull0ing component, not •
a buss system. Before use, the building designer must verify the applicabllity of design parameters and properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPH Quality Criteria. OSB-89 and BC81 Building Component 6904 Parke East Blvd
Safoty Information available from Truss Plata Institute, 218 N. Lae Street. Suite 312. Alexandria, VA 22314 Tampa, FL 38610
Job Truss Truss Type Oty Ply Park Sq. Hms / WELLINGTON - 3096-C TRAY
T13972145
PS03096C= T G5 FLAT 1
Job Reference o do al
Mid -Florida Lumber, Bartow, FL 8 130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:18:50 2018 Page 2
I D:ArukoVCxZyBj7GD_Iwepcfy3lYh-ucl8LC9RZwZa VpD7YfDr 1841TNorSPVOFyjpgGzlwKZ
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (pin
Vert: 1-7=100, 7-10=298, 11-20=-10
Concentrated Loads (lb)
Vert: 14=1444(F) 7=2168 21=-649(F)
WARNING - Verify daslgn Pararratan and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7472 rev. 1010312015 BEFORE USE.
Design valid for use only with MRek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, nod
truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall
building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery,:;action and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSB-09 and SCSI Building Component 690a Parke East Blvd.
Safoly Informatlon avalisble from Truss Plate Institute, 210 N Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL M610
Job Truss Truss Type Qty Ply Park Sq. Hms./ WELLINGTON - 3096-C TRAY
T13972146
PSQ3096C_ T G6 FLAT 1
Job Reference IDDlionall
Mid -Florida Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:18:51 2018 Page 1
I D:e 1 S6OrDaKGGadQoFUe929ty31Yg-Mps WZY93KDhR7zoB6Nl4a McTgn89BuCXUcTMCizlwKY
3-6.8 ,6-9-4 10.0-0 13-2-12 1 20-0.0
3-6-8 3-2.12 3-2-12 3-2-12 3.
16-5-82-12 3.6.8
15x4 II
16x8 =
6x8 MT20HS 11 7x12
4x10 = 1.5x4 11 4x1D =
3 4 5
UP __[
12 11 10
2x4 II 8x10 MT20HS = 2x4 II
Seale = 1.35.8
1 5x4 II 6x8 =
6 7
7x12 = 6x8 MT20HS II
3-6-8 6-9-4 i 10-0-0 13-2-12 18-5-8 20-0.0
r
3{-8 3.2.12
i
3-2-12 3-2-12 3-2-12 3.8.8
i
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 400 Plate Grip DOL 1.00 TC 0.93
TCDL 100 Lumber DOL 100 BC 0.92
BCLL 0.0 Rep Stress Incr NO WB 0.72
BCDL 5.0 Code FBC2017rTP12014 Matrix-R
LUMBER -
TOP CHORD 2x4 SP DSS
BOT CHORD 2x6 SP DSS
WEBS 2x4 SP No.1 Except'
1-14,7-8: 2x6 SP No.2, 4-11,2-13,3-12,6-9,5.10: 2x4 SP No 3
REACTIONS. (lb/size) 14=3459/0-7-8.8=345910-7-8
Max Uplift 14=-976(LC 4). 8=-976(LC 4)
DEFL. in (loc) I/defl L/d
Verl(LL) -0.61 11 >385 360
Veri(CT) -0.84 11 >280 240
Horz(CT) 0.08 8 n/a n/a
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 220 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-1-13 oc purlins,
except end verticals.
BOT CHORD Structural wood sheathing directly applied or 8-11-9 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-14=-2861/820, 1-2=-8993/2536, 2-3=-8993/2536, 3-4=16334/4608, 4-5=-16334/4608,
5 15=8993/2536, 6-7=-8993/2536, 7-8=-2861/820
BOT CHORD 13-14=479/1691, 12-13=-4305/15258, 11-12=-4305/15258, 10-11=-4305/15258,
9-10=-4305/15258, 8-9=-479/1691
WEBS 4-11 =-999/310, 2-13=-913/287, 1-13=-2142/7602, 3-12=68/338, 3-13=-6534/1845,
3-11=-316/1123, 6-9=-913/287, 5.10=-68/338, 7-9=-2142l7602, 5-9=-6534/1845,
5-11=-316/1123
NOTES- (10)
1) 2-ply truss to be connected together with 10d (0.148"xY) nails as follows
Top chords connected as follows. 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows, 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B)'face in the LOAD CASE(S) section Ply to
ply connections have been provided to distribute only loads noted as (F) or (8). unless otherwise indicated.
3) Wind. ASCE 7-10. Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, Cat. II, Exp B. Encl ,
GCpi=O 18; MWFRS (envelope) gable end zone; Lumber OOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 976 lb uplift at joint 14 and 976 lb uplift
at joint 8.
9) Girder carries lie -in span(s) 7-0-0 from 0-0-0 to 20.0-0
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=l 00, Plate Increase=1.00
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MTek USA, Inc. FL Cert 6634
89D4 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
Q WARNING - Verity design parametere and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE
Design valid for use only with MiTek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
truss system. Before use, the building designer must vent' the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk'Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 69D4 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Oly Ply Park Sq Hms / WELLINGTON - 3096-C TRAY
T13972146
PS03096C_-_T G6 FLAT 1
Job Reference optional
Mid -Florida Lumber, Barlow. FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10.18:51 2018 Page 2
ID:el S60rDaKGGadOoAJe929ty31Yg-Iv(psWZY93KOhR7zoB6Nl4aMcTgn89BuCXUcTMCiziwKY
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 1-7=344(F=-244), 8-14=-10
0 WARNING - Varlfy design parameters and READ NOTES ON TIOS AND INCLUDED afITEK REFERENCE PACE 111I1.7472 riv. 1OM312015 BEFORE USE.
Design valid for use only with Mrrekm connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI/ Duality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plata Institute, 216 N. Lee Street, Suits 312, Alexandria. VA 22314. Tampa, FL 36610
Job Truss Truss Type Ory Ply Park Sq. Hms./ WELLINGTON - 3096-C_TRAY
T13972147
PS03096C_ T G7 FLAT 1
b Reference (optional)
Mid -Florida Lumber, Bartow, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:18 51 2018 Page 1
ID 3Lcg422odzV2xGjUVhvmawy3lYu-MpsWZY93KDhR7zoB6Nl4a McUwnDhByBX UcTMCizIwKY
2-0-14 4-M 5-11-2 8-0.0
2-0-14 1-11-2 1.11.2 2.0.14
15.4 11
3x8 =
2
15.4 11
3xB =
4
1.5x4 II
5x5 =
5x5 =
LOADING (psf) SPACING- 1-0-0 CSI.
TCLL 40.0 Plate Grip DOL 1.00 TC 0.86
TCDL 10.0 Lumber DOL 1.00 BC 063
BCLL 0.0 Rep Stress Incr NO WB 0.47
BCDL 5.0 Code FBC2017/TPI2014 Matrix-P
LUMBER -
TOP CHORD 2x4 SP No 1
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 10=1515/0-3-8.6=3122/Mechanical
Max Uplift 10=-219(LC 4), 6=-451(LC 4)
FORCES. (lb) - Max. Comp /Max Ten - All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-3664/529, 3-4=-3664/529, 5-6=-1083/159
BOT CHORD 9-10=-368/2544, 8-9=-368/2544, 7-8=-531/3674, 6-7=-531/3674
WEBS 2-10=-2842/411, 2-9=-33/282, 2-8=180/1251, 4-7=53/422, 4-6=-4104/593
DEFL. in (loc) I/de0 Ud
Vert(L-) -0.04 8 >999 360
Vert(CT) -0.05 8 >999 240
Horz(CT) 0.01 6 n/a n/a
Scale = 1.15 0
PLATES GRIP
MT20 244/190
Weight: 90 jb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES- (10)
1) 2-ply truss to be connected together with 1 Od (0.148"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to
ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat.
11; Exp B, Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 60
4) Provide adequate drainage to prevent water ponding
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 10 and 451 lb uplift
at joint 6
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1795 lb down and 259 lb up at
7-0-12 on top chord, and 368 Ib down and 53 Ib up at 2-0-12, and 368 lb down and 53 lb up at 4-0-12, and 728 lb down and 105 lb
up at 6-0-12 on bottom chord The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert, 1-5=174, 6-10=-5
Concentrated Loads (lb)
Vert: 9=-368(F) 8=-368(F) 7=728(F) 11=1795
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68102
MTek USA, Inc. FL Cert SSU
0904 Parke East Blvd. Tampa FL 33010
Date:
May 7,2018
A WARNING - Varify dosign panmefere and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use
only with MfTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ,• e truss system. Before
use, the building designer must vent' the applicability of design parameters and property Incorporate this design Into the overall building design Bracing Indicated
Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is shvays required for
stability end to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection
and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from
Truss Plate Institute, 218 N. Lee &real, Suite 312. Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq. Hms./ WELLINGTON - 3096-C TRAY
T13972148
PS03096C_-_T H1 HIP 1 1
Job Reference o do el
Mid -Florida Lumber, Bartow. FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:18:53 2018 Page 1
ID el S60rDaKGGadQoAJeg2gty3lYg-lBzH EBKsrxgMGyaDnnY(nioRassfmXgYWYTGbz[wKW
1-010-3-8 15-0-0 18.8.018-0-0 22-4-0 28.4-0 29.9.12 3.0.0 36-2-12 40-0-0 1-0
4.8-8 1-8-0 1-8-0 4" 3-5-12 3-2-4 3-2-12 3-9-4 1-
Scale= 1,696
5x5 =
5x7 =
6
22
21 20 19 16 17 16 15 14
5x6 7x6
4x8 = 4x5 = 6x8 MT20HS = 4x4 = 2x4 II 10XIO = 2x4 II 4x14
4x6 =
7-11.4 15-0A 16-8-0I 29-1122 3-0 r 3-22--1122II8$
0-0 0I
07.
11-4 Plate
Offsets (X,Y)—f2:0-3-0,0-2-131.f5:0-2-8,0-2-41.16:0-5-4.0-2-81 10:0-4-8.0.1-121.f12:0-3-8.0-2-01.122.0-3-0.0-4-81 LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL
20.0 Plate Grip DOL 1 25 TC 0.99 Vert(LL) 0.34 17-19 >999 240 MT20 244/190 TCDL
20.0 Lumber DOL 1 25 BC 0.78 Vert(CT) 0.86 17-19 >560 180 MT20HS 187/143 BCLL
0.0 Rep Stress Incr NO WB 086 Horz(CT) 0.18 12 n/a We MT18HS 244/190 BCDL
10.0 Code FBC2017/rP12014 Matrix -MR Wind(ILL) 0.29 17-19 >999 360 Weight: 279 lb FT = 0% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 10-
13,6-8: 2x4 SP No.1 BOT CHORD Structural wood sheathing directly applied or 7-5-2 oc bracing. BOT
CHORD 2x6 SP DSS 'Except' WEBS 1 Row at midpt 7-20, 8-19 2-
22: 2x6 SP No.1 WEBS
2x4 SP No.2 'Except' 10-
15. 2x6 SP No.2, 11-14,8-17,9-16.9-17,9-15: 2x4 SP No.3 WEDGE
Right,
2x4 SP No.3 REACTIONS. (
lb/size) 2=2404/0-3-8, 12=3668/0-7-8 Max
Horz 2=-154(LC 6) Max
Uplift 2=-485(LC 8). 12=-726(LC 8) FORCES. (
lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=-4671/905, 3-4=-4419/881, 4-5=-3639/778, 8-9=-7549/1490, 9-10=-6333/1321, 10-
11=-7351/1509,11-12=-7587/1484,6-7=-3898/838,7-8=-5580/1118,5-6=-3199/730 BOT
CHORD 2-22=-725/4130, 21-22=-591/3663, 20-21=-504/3453, 19-20=-822/4945, 17-
19=-1353l7567, 16-17=-1285/7150, 15-16=-1285/7150, 14-15=1282/6749, 12-
14=-1282/6749 WEBS
10.15=600/3011, 5-21=-243/1263, 8-17=-444/122, 9-17=-109/576, 9-15=-1164/220, 6-
20=-410/2048, 7-20=-2532/539, 3-22=-378/151,4-22=-78/546,4-21=410/206, 6-
21=-762/131, 8-19=-3473/707, 7-19=-442/2396, 11-15=262/80 NOTES- (
10) 1)
Unbalanced roof live loads have been considered for this design. This Item has been 2)
Wind ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph. TCDL=4 2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cal electronically signed and Il,
Exp B. Encl.. GCpi=O 18: MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3)
Provide adequate drainage to prevent water ponding using a Digital Signature. 4) All plates are MT20 plates unless otherwise indicated. Printed Copies of this 5)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) '
This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide document are not considered will
fit between the bottom chord and any other members. signed and sealed and the 7)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 485 lb uplift at joint 2 and 726 lb uplift at signature must be verified joint
12. el is onanyelectroniccopies. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1912 lb down and 561 lb up at Joaquin PE No. 33-
5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. MiTek USA, Inc. FL Cent 6634 9)
In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6904
Parke East Blvd. Tampa FL 33610 Date:
LOAD
CASE(S) Standard May 7,2018 WARNING -
verify d—ign parameters and READ NOTES ON VIIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design
valid for use only with MITak® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not • e
truss system. Before use. the building designer must verity the applicablllly of design parameters and property Incorporate this design Into the overall bullding
design, Bracing Indicated Is to prevent buckling of IndlAduat truss web and/or chord members only. Additional temporary and permanent bracing WOW ahveys
required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication•
storage• delivery, erection and bracing of trusses and truss systems, see ANSOTPII Duality Criteria, DSB-ag and BCSI Building Component 6904 Parke East Blvd. Safety
Information available from Truss Plate Institute. 218 N Lee Street, Suite 312. Alexandda, VA 22314. Tampa. FL 36810
Job Trills Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-C TRAY
T13972148
PS03096C_-_T Hi HIP 1 1
Job Reference(oolionall
Mid -Florida Lumber, Barlow. FL.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-5=-80, 8-10=-80, 10-13=-80, 2-12=-20, 6-8=-80, 5-6=-80
Concentrated Loads (lb)
Vert. 15=1912(F)
8 130 s Mar 11 2018 Mi fek Industries, Inc. Mon May 7 10 18:53 2018 Page 2
ID,e1S60rDaKGGadOoAJe929ty31Yg-IBzH EBKsrx9MGyaDnnYfnloRassfmXgywyTGbzlwKW
Q WARNING - Vorify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE Mil-7473 rov. 10103/2015 BEFORE USE.
Design valid for use only with Mrrek® connectors This design Is based only upon parameters shown, and Is for an individual building component, not •
truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
budding design, Bracing Indicated Is to prevent buckling of Individual truss web andior chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, so* ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 210 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type 0ty Ply Park Sq HITS / WELLINGTON - 3096-C_TRAY
T13972149
PS03096C_-_T J3 JACK 4 1
Job Reference (optional
Mid-Florida Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industnes, Inc. Mon May 7 10:18:53 2018 Page 1
ID:7 F73YHi9ougBg86BIDswy3lfb-IBzH EBKsrx9MGyaDnnYfni01alefz_gywyTGbzlwKW
1-0-0 3.0.0
1-0-0 3-0-0
Scale: 1 "=1'
2x4 =
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/de0 Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 25 TC 012 Vert(LL) -0.00 4-7 >999 240 MT20 244/190
TCDL 20.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180
BCLL 00 Rep Stress Incr YES WB 0 00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Wind(LL) 0.00 4-7 >999 360 Weight: 11 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins
BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=93/Mechanical, 2=240/0-7-8, 4=40/Mechanical
Max Horz 2=74(LC 10)
Max Uplift 3=-34(LC 10). 2=-66(LC 10)
Max Grav 3=93(LC 1), 2=240(LC 1), 4=56(LC 3)
FORCES. (lb) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown
NOTES-
1) Wind. ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3.Opsf; h=25ft, B=45ft. L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 3 and 66 lb uplift at
joint 2.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.E8162
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
WARNING - Varlfy design pe—tan and READ NOTES ON TNIS AND INCLUDED aaTEK REFERENCE PAGE 111II-7473 rev. 1OM312015 BEFORE USE.
Design valid for use only with MiTek® connectors This design Is based only upon parameters drown, and Is for an indwual building component, not •
a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall
building design, Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only Additional temporary and permanent bracing MiTek* Is always required for stability antl to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and truss systems, one ANSVTP11 Quality Criteria, DSB-e9 and BCSI Building Component 69D4 Parke East Blvd.
Safety Information available from Truss Plate institute. 218 N Lee Street, Suite 312. Mexandria, VA 22314. Temp., FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-C_TRAY
T13972150
PSO3096C_-_T J5 JACK 2 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. N.130 s Mar 11 2018 MITek Industries, Inc. Mon May 7 10:18:54 2010 Page 1
ID:6DOVDBEC5aORFaNNtLhHh4y31Yf-mOXfBaCyd830 OWmnVInC E57 Jl00EzAah1pIzlwKV
1_" 5-"
2x4 =
Scale = 1,17 0
LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in floc) I/defl Ud PLATES GRIP
TCLL 200 Plate Grip DOL 1.25 TIC 0.48 Vert(LL) 0.03 4-7 999 240 MT20 244/190
TCDL 20.0 Lumber DOL 1.25 BC 034 Vert(CT) 0 07 4-7 818 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 004 4-7 999 360 Weight: 18 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=167/Mechanical, 2=335/0-7-8, 4=71/Mechanical
Max Horz 2=108(LC 10)
Max Uplift 3=-64(LC 10). 2=-73(LC 10)
Max Grav 3=167(LC 1), 2=335(LC 1). 4=98(LC 3)
FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind, ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3 Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces d MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3 and 73 lb uplift at
joint 2.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68132
MITek USA, Inc. FL Cert 6634
904 Parke East Blvd. Tampa FL 33610
Dab:
May 7,2018
AWARNING- Verily dealgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not •
a Ines syctem Before use, the building designer must verify the applicability or design parameters and property Incorporate this design Into the overall
building design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for ctabllily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSIfTPI7 Quality Criteria, OSB-aa and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type oty Ply Park-Sq. Hms / WELLINGTON - 3096-C_TRAY
T13972151
PS03096C_-_T J7 JACK 18 1
Job Reference (optional
Mid-Flodda Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc Mon May 7 10:18.55 2018 Page 1
ID:6DOVDBEC5aORFeNNILhHh4y3lYf-Ea51PwCaOSBsca5yLCpOkCnBHOZD7tU7PERaLTziwKU
1-5-0 7-0-0
1
i
7-0-0
Scale - 1.23.1
2x6 =
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) VdeO L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.09 4-7 933 240
TCDL 200 Lumber DOL 1 25 BC 0.65 Vert(CT) 0.26 4-7 318 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 001 2 n/a n/a
BCDL 100 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 012 4-7 706 360
LUMBER -
TOP CHORD 2x4 SP No 1
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=24 1 /Mechanical, 2=472/0-7-8, 4=95/Mechanical
Max Horz 2=152(LC 10)
Max Uplift 3=-92(LC 10). 2=-104(LC 10)
Max Grav 3=241(LC 1), 2=472(LC 1), 4=135(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
PLATES GRIP
MT20 244/190
Weight: 25 lb FT = O%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft, Cat.
II; Exp B; Encl., GCpl=0.18, MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 3 and 104 lb uplift at
joint 2.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6834
6904 Parke East Blvd. Tampa FL 33810
Date:
May 7,2018
WARNING - Verify design pammolers and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE M -7I73 raw. 1010312015 BEFORE USE.
Design valid for use only with MiTekm connectors. This design Is based only upon parameters drown, and Is for an Individual building component, not •
a truss system Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Adddlortal temporary and permanent bracing MiTek'
Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
isbricallon, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oly Ply Park Sq. Hms./ WELLINGTON - 3096-C_TRAY
T13972152
PS03096C_-_T J7T JACK 4 1
job Reference (optional
Mid-Florida Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10.18 55 2018 Page 1
ID Fly9OS3jSoTztxHGwdlLeiy3VYv-Ea51PwCaOSBsca5yLCpOkCnDfOew7gp7PERaLTzlwKU
1-5-0 2-3.8 3-3 8 7-"
1-5-0 ' 2-3-8 1-0-0 3-8-8
Scale = 1,23 1
2x6 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.07 8 999 240 MT20 244/190
TCDL 20.0 Lumber DOL 1.25 BC 0.35 Vert(CT) 0 16 8 509 180
BCLL 00 Rep Stress Incr NO WB 0.24 Horz(CT) 0.11 6 n/a n/a
BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(ILL) 0.09 8 894 360 Weight: 32 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 5=204/Mechanical, 2=472/D-7-8, 6=131/Mechanical
Max Horz 2=152(LC 10)
Max Uplift 5=-74(LC 10), 2=-104(LC 10), 6=-14(LC 10)
Max Grav 5=204(LC 1). 2=472(LC 1), 6=147(LC 3)
FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-662/216, 3-4=802/352
BOT CHORD 2-9=-404/630, 8-9=499/789, 7-8=-286/437
WEBS 3-9=-584/402, 4-8=348/618, 4-7=-449/293
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 8-5-3 oc bracing.
NOTES-
1) Wind ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf, h=25ft; B=45ft; L=24ft, eave=5ft, Cat.
It: Exp B; Encl , GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 5, 104 lb uplift at joint
2 and 14 lb uplift at joint 6.
This Item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.6E182
MiTek USA, Inc. FL Cert 6834
69D4 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
Q WARNING - Varlfy daslgn p....1 and READ NOTES ON TWS AND INCLUDED M1TEK REFERENCE PAGE Mll-7473 rev. 1WO312015 BEFORE USE
Design valid for use only with MITek® connectors This design is based only upon parameters shown, and is for an individual building component, not •
a truss system Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall
building design Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury end property damage For general guidance regarding the
Imbrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSIITPII Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Les Street, Suits 312. Aie"ndda, VA 22314 Tampa, FL 36610
Job Truss Truss Type 0ty Ply Perk Sq. Hms / WELLINGTON - 3096-C_TRAY
T13972153
PS03096C_-_T KJ3 JACK 2 1
Job Reference (optional
Mid-Florida Lumber, Barlow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:18.56 2018 Page 1
I D.XXACH0300GdOZ01g2PO777y31Nt-jmfPcGDC9mJjDkg9vwKFHPKV8o 1 bsJkGeuA7twzlwKT
I .1.5.0 I 4.2.15
1-5-0 4-2-15
Scale = 1:11.9
2x4 =
4-2-15
4215
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP
TCLL 200 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0 01 4-7 >999 240 MT20 244/190
TCDL 20.0 Lumber DOL 1 25 BC 0.13 Vert(CT) -0 02 4-7 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0 00 Horz(CT) 0.00 3 We n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.01 4-7 >999 360 Weight, 15 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins.
BOT CHORD 2x4 SP No 2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=96/Mechanical, 2=206/0-7-8, 4=32/Mechanical
Max Horz 2=48(LC 8)
Max Uplift 3=-37(LC 8), 2=62(1-C 8)
Max Grav 3=103(LC 13), 2=206(LC 1). 4=63(LC 3)
FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind. ASCE 7-10: Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3.Opsf; h=15ft; B=45ft. L=24ft; eave=4ft; Cat
It: Exp B; Part. Encl., GCpi=0.55, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members
4) Refer to girder(s) for truss to truss connections '
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 3 and 62 lb uplift at
joint 2.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) Lumber Increase=l 25, Plate Increase=l 25
Uniform Loads (plf)
v1 80 pl
This item has been sTrapezoidalalLoads (plf) Vert:
2=0(F=40, B=40)-tG-3=-85(F=-2, B=-2), 5=0(F=10, B=10)-tG-4=-21(F=1, B=-1) electronically signed and sealed
by Velez, Joaquin, PE using
a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified on
any electronic copies. Joaquin
Velez PE No.68182 MiTek
USA, Inc. FL Cort 6634 6904
Paths East Blvd. Tampa FL 33610 Date:
May
7,2018 Q
WARNING - Vurlfy design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design
valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an IndMduol building component, not truss
system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall huIlding
design Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary end permanent bracing MiTek, IsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety
Information available from Truss Plate Institute, 215 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 38610
Job Truss Truss Type Oty Ply Park Sq Hms./ WELLINGTON - 3096-C_TRAY
T13972154
PSO3096C_-_T KJ5 MONO TRUSS 1 1
job Reference o tional
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MITek Industries, Inc. Mon May 7 10 18:56 2018 Page 1
I D:6DOVDBEC5aORFaNNtLhHh4y3lYf-ImfPcGOC9mJjDkg9vwKF HPKL7ovI sJkGeuA7twzlwKT
1.5-0 3-9.5 7-0-14 t
1.5-0 3.9.5 3-3.9
2x6 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 077 Vert(LL) 0 09 4-7 900 240
TCDL 20.0 Lumber DOL 1 25 BC 066 Vert(CT) 0.27 4-7 309 180
BCLL 00 Rep Stress Ina NO WB 0.00 Horz(CT) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.07 4-7 999 360
LUMBER -
TOP CHORD 2x4 SP No.1
BOT CHORD 2x4 SP No 2
REACTIONS. (lb/size) 3=242/Mechanical, 2=475/0-7-8, 4=97/Mechanical
Max Horz 2=90(LC 8)
Max Uplift 3=-61(LC 8), 2=88(LC 8)
Max Grav 3=242(LC 1), 2=475(LC 1), 4=136(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
Scale = 1.16 7
PLATES GRIP
MT20 244/190
Weight: 24 lb FT = 0%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing
NOTES-
1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat.
II, Exp B; Encl.. GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10 0 psf bottom chord live toad nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 3 and 88 lb uplift at
joint 2.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.88182
MTek USA, Inc. FL Cert 6534
6904 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
Q wARNING - Vorlly dos/gn paramatom and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 ray. 10/03/2015 BEFORE USE.
Design valid for use only with MlTekm connectors This design 13 based only upon parameters shown, and Is for an Individual building component, not •
a truss system. Before use, the buliding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
bullding design. Bracing Indicated Is to prevent buckling of IndlAdual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k'
Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7TPI1 Quality Criteria, DSB-e9 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 215 N. Lee Street, Suite 312. Aiexandns. VA 22314. Tampa, FL 36610
Job Truss Truss Type 0ty Ply Park Sq. Hms./ WELLINGTON - 3096-C TRAY
T13972155
PS03096C - T KJ7 MONO TRUSS 3 1
Job Reference o Ronal
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc Mon May 7 10 18:58 2018 Page 1
ID:bOatR WFgsIWI sjxZR3C WEly3IYe-f9nA1 yFShNZRT 1 gXOLNjMgPhgbcvK6XZ5B1EyozlwKR
1-5-0 5-24 9-10-1.
r
1-5-0 5-2.4 4-8.9
Scale = 1.22.5
2x4 =
1x4 II 5
3x4 =
5-2.4 4-8-9
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP
TCLL 200 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.02 6-7 999 240 MT20 244/190
TCDL 20.0 Lumber DOL 1.25 BC 0.59 Vert(CT) 0.09 6-7 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(CT) 001 5 We n/a
BCDL 100 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 002 6-7 999 360 Weight: 42 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=335/Mechanical, 2=527/0-7-8, 5=468/Mechanical
Max Horz 2=173(LC 8)
Max Uplift 4=-133(LC 8), 2=-102(LC 8), 5=66(1_C 8)
Max Grav 4=342(LC 13). 2=527(LC 1), 5=468(LC 1)
FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1033/95
BOT CHORD 2-7=-224/958, 6-7=224/958
WEBS 3-7=0/274, 3-6=-1040/243
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind, ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3 Opsf; h=25ft; B=45ft; L=24fl; eave=5ft, Cal.
II; Exp B; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 60
2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 4, 102 lb uplift at
joint 2 and 66 lb uplift at joint 5.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) Lumber Increase=l 25, Plate Increase=1.25
Uniform Loads (plf)
Vert. 1-2=80
Trapezoidal Loads (plf)
Vert: 2=0(F=40, B=40)-tO-4=-198(F=-59, B=-59), 8=0(F=10, B=10)40-5=49(1`=15, B=-15)
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cent 6634
69D4 Parke East Blvd. Tampa FL 33610.
Date:
May 7,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design "lid for use only with MiTekm connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not •
truss system Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek'
is Ways required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTP11 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type 0ly Ply Park Sq. Hms./ WELLINGTON - 3096-C_TRAY
T13972156
PS03096C_-_T KJ7T MONO TRUSS 2 1
Job Reference o lional
Mid -Florida Lumber, Bartow, FL 8 130 s Mar 11 2018 MiTek Industries, Inc Mon May 7 10:18:59 2018 Page 1
ID:jyWXEo4LD5bgV5sSULZaAwy3VYu-7LKYEHF4Shhl4BPka2uyv2xry?u73%9iKrPnUEzIwKO
1-5-0 - 3.2-14 4-7-14 7-11-6 8-10-13
1.5-0 3-2-14 1-5-0 3-3-8 1-11-7
2x4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.16 8-9 737 240
TCDL 200 Lumber DOL 1.25 BC 0.86 Vert(CT) 0.41 8-9 291 180
BCLL 00 Rep Stress Incr NO WB 0.61 Horz(CT) 0.08 7 n/a n/a
BCDL 100 Code FBC2017rTP12014 Matrix -MR Wind(LL) 0.15 8-9 767 360
LUMBER- BRACING -
TOP CHORD 2x4 SP No.t TOP CHORD
BOT CHORD 2x4 SP No.2 'Except' BOT CHORD
7-9 2x4 SP DSS
2x4 SP No 3WEBS
REACTIONS. (lb/size) 6=415/Mechanical, 2=527/0-7-8. 7=389/Mechanical
Max Horz 2=173(LC 8)
Max Uplift 6=-120(LC 8). 2=-102(LC 8), 7=79(1_C 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-983/61, 3-4=-2504/449
BOT CHORD 2-10=-194/906, 9-10=-211/1002, 8-9=-530/2211
WEBS 3-10=-606/147, 3-9=-395/1591, 4-9=-146/818, 4-8=2269/544
Scale = 1:22 6
m
dN
PLATES GRIP
MT20 244/190
Weight 44 lb FT = 0%
Structural wood sheathing directly applied or 3-9-9 oc purlins.
Structural wood sheathing directly applied or 10-0-0 oc bracing,
Except,
8-11-11 oc bracing: 8-9.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph. TCDL=4 2psf; BCDL=3.Opsf, h=25ft, B=45ft; L=24ft; eave=5ft; Cat.
II, Exp B; Encl., GCpi=O 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 6, 102 lb uplift at
joint 2 and 79 lb uplift at joint 7.
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced), Lumber Increase=l 25, Plate Increase=1.25
Uniform Loads (plf)
Vert. 1-2=80
Trapezoidal Loads (plf)
Vert, 2=0(F=40, B=40)-to-6=-198(F=-59, B=-59), 11=0(F=10, B=10)-to-10=-16(F=2, B=2), 10=16(F=2, B=2)-to-9=-23(F=-2,
B=-2), 9=-23(F=-2, B=2)-to-7=-49(F=15, 13=15)
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
8904 Parke East Blvd. Tampa FL 33610
Date-.
May 7,2018
AwARNING - Vrify deal,. paramotrs and READ NOTES ON TfOS AND INCLUDED MITEN REFERENCE PAGE Mll-7473 rev. 1=312015 BEFORE USE.
Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and Is for on individual building component, not •
truss system Before use, the building designer must verify the applicability of design parameters end property Incorporate this design Into the overall
building design, Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability end to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPlI Quality Criteria, DSB-59 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type City Ply Park Sq. Hms./ WELLINGTON - 3096-C TRAY
T13972157
PS03096C_-_T KJ68 MONO TRUSS 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL 8 130 s Mar 11 2018 MiTek Industries. Inc. Mon May 7 10:18:57 2018 Page 1
I D:bOatR WFgstWl sjxZR3C WEly31Ye-OzDnpcEgw3RaruFLSdsUgdsX 1 C HkbgZOsXwhO MzlwKS
1-5-0 4-0-5 9-0-14
i
1-51 4.4-5 4-8-9
Scale = 121 1
2x4 =
rxq u 5
3x4 =
4. 1.5 4.8.9
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 25 TC 076 Vert(LL) 0.02 6-7 999 240 MT20 2441190
TCDL 20.0 Lumber DOL 1 25 BC 052 Vert(CT) 0.08 6-7 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(CT) 0.01 5 n/a We
BCDL 100 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 0.02 6-7 999 360 Weight 39 lb FT = 0%
LUMBER -
TOP CHORD 2x4 SP No 2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=306/Mechanical, 2=463/D-7-8, 5=367/Mechanical
Max Horz 2=148(LC 8)
Max Uplift 4=-120(LC 8). 2=95(LC 8), 5=-45(LC 8)
Max Grav 4=307(LC 13). 2=463(LC 1), 5=367(LC 1)
FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-908/81
BOT CHORD 2-7=-192/850, 6-7=192/850
WEBS 3-6=-902/204
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins.
BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind. ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph: TCDL=4 2psf, BCDL=3.Opsf; h=25ft; B=45ft. L=24111; eave=5ft; Cat.
II; Exp B; Encl , GCpi=O 18; MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members
4) Refer to girder(s) for truss to truss connections
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 4, 95 lb uplift at joint
2 and 45 lb uplift at joint 5
6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert. 1-2=80
Trapezoidal Loads (plf)
Vert 2=0(F=40, B=40)-to-4=-182(F=-51, B=-51), 8=O(F=10, B=10)-to-5=45(1`=13, B=-13)
WARNING - Varlry daslgn param t and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. IOM312015 BEFORE USE.
Design valid for use only with MRek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not
a truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web end/or chord members only Additional temporary and permanent bracing
Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
MiTek'
6904 Parke East Blvd.
Tampa, FL 36810
Job Truss Truss Type 0ty Ply Park Sq. Hms / WELLINGTON - 3096-C TRAY
T73972158
PS03096C_-_T L1 HIP 1 1
Job Reference (optional)
Mid-Flonda Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries. Inc. Mon May 7 10.19 00 2018 Page 1
ID:C84wRB5_Pjh7FRf224pj7y3Wll-bYuwSdGtD_p9iL w8mPBRFU_xPC4ov3sZV8LOhzlwKP
3-1-12 7.0-0 11.3.12 15-7.8 18-11-12 1 22.4-0 28-2-4 30.0-8 31-0-8 33-4-0 $4-4-q
i
3-7-12 3-4-4 4-3-12 4-3-12 3.4.4 3-4-4 3-10-0 3-10-4 1-0-0 2-3.8 1-0-0
3x4
d
4x8 =
1x4 II 4x10 =
6.00 12 3 4 23 5
6x8 MT18HS =
246
Seale = 1.59.0
6x6 = 3x4 = 3x8 = 5x5 /42.00 F12 6x12 MT18HS =
3x5 =
5x5 \\
7-0-0-12 118.7-8 22-0-0 30-0-8 31-0-8 33-0-0
7-0-0 4-3-12 4-3-12 1-0-0 5 8A 7 8 8 1-0-0 2-3-
Plate Offsets (X Y)— 13,0-5-4 0.2-01 16 D-5-8 0-2-4) 116.0-2-4 0-2-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP
TCLL 200 Plate Grip DOL 1.25 TC 097 Vert(LL) 0.27 13-14 >999 240 MT20 244/190
TCDL 20.0 Lumber DOL 1 25 BC 099 Vert(CT) 0 74 13-14 >536 180 MT18HS 244/190
BCLL 0.0 Rep Stress Incr NO WB 094 Horz(CT) 0.33 19 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 0.24 13-14 >999 360 Weight 207 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals.
6-11: 2x4 SP DSS BOT CHORD Structural wood sheathing directly applied or 5-6 11 oc bracing
BOT CHORD 2x4 SP No 1 'Except' WEBS 1 Row at midpt 5-16
16-19.10-12 2x4 SP No.2
WEBS 2x4 SP No.3'Except*
7-13,9-13 2x4 SP No.2
REACTIONS. (lb/site) 10=1741/0-3-8, 19=1658/0-3-8
Max Horz 10=-98(LC 8)
Max Uplift 10=-357(LC 10). 19=-318(LC 10)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1916/697, 3-4=-2219/844, 4-5=-2219/844, 5.6=-2984/1084, 6-7=-3138/1090,
7-8=7062/2431,8-9=-7223/2401,9-10=-3319/1090
BOT CHORD 18-19=439/1326, 17-18=-488/1657, 16-17=780/2527, 15-16=-1020/3310,
14-15=-856/2772, 13-14=-1217/3569, 12-13=-1123/3280, 10-12=-1027/2913
WEBS 2-18=-76/541, 3-18=-262/90, 3-17=302/958, 4-17=294/133, 5-17=-546/178,
5-16=-2108/681, 5-15=-618/2101, 6-14=-223/764, 7-14=-973/436, 7-13=-1143/3323,
8-13=0/267,9-13=-1298/3946,9-12=2241/746,2-19=-1860/640,6-15=-73/400
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3.Opsf; h=25ft; B=45ft. L=24ft, eave=5ft; Cat.
II, Exp B; Encl.. GCpi=0.18, MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions This item has beenshown; Lumber DOL=1.60 plate grip DOL=1 60
3) Provide adequate drainage to prevent water ponding electronically signed and
4) All plates are MT20 plates unless otherwise indicated. sealed by Velez, Joaquin, PE
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 357 lb uplift at joint 10 and 318 lb uplift document are not considered
at joint 19. signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68162
MiTek USA, Inc. FL Cert 6534
69D4 Parka East Blvd. Tampa FL 33610
Data:
May 7,2018
Q WARNING - verify doslgn Panmsfan and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and Is for an Individual building component, not •
e truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq. HmS./ WELLINGTON - 3096-C TRAY
T13972159
PS03096C - T L2 HIP 1 ' 1
Job Reference (optional)
Mid•Flortda Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10.19:01 2018 Page 1
ID:3c8FeSFSdBe9UIWl_m11mVy31Yd-3ksirzHL IxOKVZ6hTw0_T1AZpZwXV_7n9uuZ7ziwKO
9-01 16-8-0 244-0 28.6.12 F 334-0 34-0•Q
4-91 4-2-12 7-8-0 7.8-0 4-2-12 4.9-0
d
4
5x6 =
r7T.Tecsir
5x6 =
19 20 5
Scale = 1.56 5
12 .. 10 9
3x5
3x4 =
3x4 3xB = 3x4 = 3x5 =
I 9. W i 16-8-0 24-0-0 33-4-0
9-0-0 7-841 7-8-0 9-0-0
n
I$
LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 200 Plate Grip DOL 1 25 TC 091 Vert(LL) 0.16 10 999 240 MT20 244/190
TCDL 20.0 Lumber DOL 1.25 BC 0.96 Vert(CT) 0 42 9-10 945 180
BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.14 7 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 0.14 10 999 360 Weight, 163 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1665/Mechanical, 7=1748/0-3-8
Max Horz 1=-95(LC 8)
Max Uplift 1=-317(LC 10), 7=-360(LC 10)
FORCES. (Ib) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3189/1090, 2-3=-2856/976, 34=3152/1134, 4-5=3152/1134, 5.6=2850/970,
6-7=3177/1078
BOT CHORD 1-12=-866/2810, 1D-12=-662/2487, 9-10=-657/2483, 7-9=-852/2797
WEBS 2-12=-358/231, 3-12=-68/459, 3-10=-244/878, 4-10=-656/300, 5-10=249/881.
5-9=60/455, 6-9=-349/220
Structural wood sheathing directly applied.
Structural wood sheathing directly applied or 2-2-0 oc bracing
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph. TCDL=4 2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=oft; Cat.
II; Exp B; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 317 lb uplift at joint 1 and 360 lb uplift at
joint 7.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6834
69D4 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA E MII.7473 rev. 10/03/2015 BEFORE USE
Design valid for use only with MiTek® connectors This design Is based only upon parameters shown, and Is for an individual building component, not •
a truss system. Before use. the building designer must verify the applicability of design parameters end properly Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DS849 and SCSI Building Component 6904 Parka East Blvd
Safety Information avaliable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 38610
Job Truss Truss Type 0ty Ply Park Sq Hms./ WELLINGTON - 3096-C TRAY
T13972160
PS03096C_-_T L3 HIP 1 1
Job Reference (optional)
Mid-Flonda Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:19:02 2018 Page 1
ID:3c8FesFSdBe9UtVvl_milmVy3lYd-XwOgtJlzlc3txf8J FARfXgZOZDuGGzm9OpdS5ZzlwKN
5-9-4 11-0-0 18-8-0 22-4-0 27.6-12 33-4.0 34.4.0
5-9-4 5-2-1'
i
5-8-0 5-8-0 5.2-12 5-9-4 4-0.Ot
2
uS
5x5 =
19
5x5 =
205
I L1 LL r1 10
3x4 =
3x5 =
3x4 =
3x8 =
3x4 =
8-7 i 16 8-0 24.8.12 33A-0
1
8-74 8-0.12 8-0.12 8-74
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/de0 Ud
TCLL 200 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.17 . 9-10 999 240
TCDL 200 Lumber DOL 1.25 BC 0.95 Vert(CT) 0.40 9-10 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) 013 7 n/a n/a
BCDL 10.0 Code FBC2017rrP12014 Matrix -MR Wmd(LL) 011 10 999 360
LUMBER- BRACING -
TOP CHORD 2x4 SIR No.2 TOP CHORD
BOT CHORD 2x4 SIR No.2 BOT CHORD
WEBS 2x4 SP No 3
REACTIONS. (lb/size) 1=1665/Mechanical, 7=1748/0-3-8
Max Horz 1=-114(LC 8)
Max Uplift 1=-317(LC 10). 7=-360(LC 10)
FORCES. (lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3152/1086, 2-3=-2842/1013, 3-4=-2549/969, 4-5=-2549/969, 5-6=-2835/1005,
6-7=3142/1076
BOT CHORD 1-12=-853/2769, 10-12=-580/2240, 9-10=-578/2238, 7-9=-841/2759
WEBS 2-12=-443/285, 3-12=-172/575, 3-10=-106/553, 4-10=-470/202, 5-10=-110/555,
5-9=163/568, 6-9=-437/278
Scale = 1 56 5
3x5 =
PLATES GRIP
MT20 244/190
Weight: 164 lb FT = 0%
Structural wood sheathing directly applied or 2-7-11 oc purlins
Structural wood sheathing directly applied or 2-2-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45f1. L=24f; eave=5fl; Cat.
II, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding
4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrenl with any other live loads
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10 Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 317 lb uplift at joint 1 and 360 lb uplift at
joint 7.
i$
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.66162
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Dab:
May 7,2018
AWARNING - Verity design parameters and READ NOTES ON Tiffs AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors This design Is based only upon parameters shown, and is for an Individual bullding component, not•
truss system Before use, the building designer must verity the appiiciiblety, of design parameters and properly incorporate this design Into the overall
building design Bracing indicated Is to prevent buckling of Individual buss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stablldy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB49 and BCSI Building Component 6804 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tempe, FL 36610
Job Truss Truss Type oty Park Sq. Hats / WELLINGTON - 3096-C_TRAYF T13972161
PS03096C_-_T L4 HIP 1 1
Job Reference o tional
Mid-Flonda Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:19,03 2018 Page 1
I D.3c8FesF SdBe9U11M_mjlmVy3lYld-76a34fJb WvBkZpl Vpuyu3u6ZTcDB7Pml FTN7dOzlwKM
I 6-9-A i 13-0-0 I 16-8-0 204-0 F 26-6-12 + 33-4-0 34 4
6-9-0 6-2-12 3-81 3-8-0 6.2-12 6-9-4 1-0.0
Scale = 1.57.0
5x5 =
1x4 II 5x5 =
o ... „ 10 — «
3x5 _
3x4 = 3x4 = 3x8 = 3x4 = 3x5 =
r 8-7-4 I 16-M 24-8.12 33A-0 i
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.18 9-10 999 240 MT20 244/190
TCDL 200 Lumber DOL 1 25 BC 0.97 Vert(CT) 0.40 9-10 995 180
BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.12 7 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 012 12-15 999 360 Weight: 170 lb FT = 0%
LUMBER- BRACING.
TOP CHORD 2x4 SP No 2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No 3
REACTIONS. (lb/size) 1 = 1 665/Mechanical, 7=1748/0-3-8
Max Horz 1=-134(LC 8)
Max Uplift 1=-317(LC 10), 7=360(LC 10)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-3103/1077, 2-3=-2880/1085, 3-4=-2139/865, 4-5=-2139/865, 5-6=-2872/1077,
6-7=3095/1068
BOT CHORD 1-12=-832/2761, 10-12=-502/2076, 9-10=-500/2036, 7-9=-823/2706
WEBS 2-12=-511/329, 3-12=-303/798, 3-10=-15/361, 5-10=-16/363, 5-9=-294/790,
6-9=506/324
Structural wood sheathing directly applied or 2-2-0 oc purlins.
Structural wood sheathing directly applied or 2-2-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design
2) Wind. ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces d MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 317 lb uplift at joint 1 and 360 lb uplift at
joint 7.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA. Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
Q WARNING - Vrlly design panmsfan and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 raw. 1010312015 BEFORE USE.
Design valid for use only with MITekle connectors This design Is based only upon parameters shown, and Is for an Individual bullding component, not •
truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall
building design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•
Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guldance regarding the
rubrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Critorls, DSB-89 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-C TRAY
T13972162
PSO3096C_-_T Mt MONO HIP 1 1
Job Reference (optional)
Mid-Flonda Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc Mon May 7 10:19:04 2018 Page 1
I D'B WCgsg6E W0_PMYa 19T6HoYy3 Wjr-UJ8RH7JDGDKbByHhNbU7c5fiROdOkj5ST76Y9SzlwKL
n-e-e
z•3-e13.0-0 1sa0 16-e-e 1 -o- zo-o-o
z 1-0.0 +-1a4
F 4-1a+ z-a0 1•s•e 03- 2-3-e
o-e-e Scale = 1.34.0
2x4 II 8x8 = 3x5 =
20
2x4 II
21 5 6x8 =
d
A
14 12 00 112 3x10 =
6x6 =
2-3-8 3-3-8 8-1-12 13-0-0 15-0-0 1fi-8-8 17-8-8 20-0-0
2-3-B 1-0-0 4-10-4 4-104 2-3-8
Plate Offsets (X Y)-- 15 0-5-4 0-3-01 17:0-7-11 Edael 18 0-3-8.0-0-01. 113:0-2-8 Edgel
LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in loc) 1/defl Ud PLATES GRIP
TCLL 200 Plate Grip DOL 1 25 TC 0.87 Vert(LL) -0.12 10 >999 240 MT20 244/190
TCDL 20.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.30 10 >800 180
BCLL 00 Rep Stress Incr NO WB 0.94 Horz(CT) -0 21 14 We We
BCDL 10.0 Code FBC2017frP12014 Matrix -MR Wind(LL) 015 10 >999 360 Weight 165 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x8 SP No 1 'Except' TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc purlins,
1-5, 2x6 SP No.2 except end verticals
BOT CHORD 2x4 SP No 2 'Except' BOT CHORD Structural wood sheathing directly applied or 6-3-14 oc bracing.
7-12: 2x6 SP No.1
WEBS 2x4 SP No 3
OTHERS 2x8 SP No.t
LBR SCAB 5-8 2xB SP No 1 one side
REACTIONS. (lb/size) 8=139510-3-8 (req. 0-3-9), 14=1714/0-3-8
Max Horz 8=-59(LC 8)
Max Uplift 8=-459(LC 8), 14=-642(LC 4)
Max Grav 8=1589(LC 14). 14=1941(LC 14)
FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 5-6=-4461/1448, 6-7=-5044/1570, 7-8=-701/174, 2-3=-2186/724, 3-4=-4058/1333,
4-5=4058/1333
BOT CHORD 11-12=-758/2275, 10-11=-1352/4145, 9-10=-1525/4856, 7-9=-1525/4856,
12-13=-450/1388, 13-14=-341/1025
WEBS 5-10=-108/666, 4-11=-711/345, 3-11=-645/2000, 3-12=-1477/558, 2-12=-925/2793,
2-13=-898/317, 2-14=-2018/674, 6-10=-876/233
NOTES-
1) Attached 7-11-13 scab 5 to 8, front face(s) 2x8 SP No 1 with 2 row(s) of 10d (0.148"x3••) nails spaced 9" o.c except : starting at 2-4-4
from end at joint 8, nail 2 row(s) at 2" o c for 5-6-4 This item has been2) Unbalanced roof live loads have been considered for this design.
3) WindASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3.Opsf; h=25ft; B=45f1; L=24ft, eave=5h; Cat electronically signed and II;
Exp B, Encl , GCpi=0.18; MWFRS (directional), Lumber DOL=1 60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 4)
Provide adequate drainage to prevent water ponding. using a Digital Signature. 5)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads Printed copies of this 6)
This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide document
are not considered willfitbetweenthebottomchordandanyothermembers7)
Bearing at joint(s) 8 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify signed and sealed and the capacity
of bearing surface. signature must be verified 8)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 459 lb uplift at joint 8 and 642 lb uplift at on any electronic copies. joint
14. Joaquin Velez PE No.88192 9)
Girder carries hip end with 7-0-0 right side setback, 0-0-0 left side setback, and 7-0-0 end setback. MTek USA, Inc. FL Cart 6834 10)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 712 lb down and 297 lb up at 5904 Parka East Blvd. Tampa FL 33610 13-
0-0 on top chord The design/selection of such connection device(s) is the responsibility of others. Date: 11)
In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) May
7,2018 Q
WARNING - verity design parameters and READ NOTES ON TfOS AND INCLUDED MITEK REFERENCE PAGE MU-7477 rov 1010312015 BEFORE USE. Design
valid for use only with MITek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not • e
truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building
design, Bracing Indicated is to prevent buckling of individual buss web end/or chord members only Additional temporary and permanent bracing MITek• IsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSOTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parka East Blvd. Safety
Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq. HITS / WELLINGTON - 3096-C_TRAY
T13972162
PS03096C_-_T M1 MONO HIP 1 1
Job Reference o Lionel
Mid-Flodde Lumber, Bartow, FL 8 130 s Mar 11 2018 MiTek Industries, Inc Mon May 7 10:19:04 2018 Page 2
ID 8WCgsg6EW0_PMYal9T6HoYy3Wy-UJ8RH7JDGDKbByHhNbU7c5fiROdOkj5ST76Y9SzlwKL
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1 25, Plate Increase=1.25
Uniform Loads (ply
Vert: 5-7=40, 7-8=-51, 1-5=-134(1`=94), 12-16=34(1`=24), 12-13=34(17=-24), 13-14=34(1`=-24)
Concentrated Loads (lb)
Vert 5=-513(F)
WARNING -Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 nv. 1010312015 BEFORE USE.
Design valid for use only with MfTek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
a truss system Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall
building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 21lt N Lee Street, Suite 312. Alexandria, VA 22314 Tampa. FL 36610
Job Truss Truss Type Oty Ply Park Sq Hins / WELLINGTON - 3096-C TRAY
T73972163
PSO3096C_-_T M2 MONO HIP 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL
3.3.8
3.3.8
3x4 = 3x4 =
7-8-8
17
8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:19 05 2018 Page 1
ID.8WCgsg6E WO_PMYa 19T6HoYy3gr•yVipVLKrt XSSp6stwJ7M8JBITOx_T9cbins6iuzlwKK
5x6 MT20HS =
1-0-0 2-3.8 1-0-0 '
Scale = 1.35 8
13 6x8 /i 12 00112 5x5
1.5x4 II 3x4 =
2.3.8 11-" 16.8-8 r 17-8-8 1 20-0-03-3-8
i
2.3.8 1-0-0 7-" 5-" 1-0-0 2.3 8
Plate Offsets (X Y)— l3 0-3-8 0-2-41 112 0-2-8 Edgel
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(L-) -0 13 9-10 >999 240 MT20 244/190
TCDL 20.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.34 9-10 >710 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) -0.18 13 n/a n/a
BCDL 100 Code FBC2017rrP12014 Matrix -MR Wind(LL) 0.13 9-10 >999 360 Weight: 118 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-0 oc purlins,
BOT CHORD 2x4 SP No.2 'Except' except end verticals.
9-11 2x4 SP No.t BOT CHORD Structural wood sheathing directly applied or 5-1-14 oc bracing
WEBS 2x4 SP No.3 'Except' WEBS 1 Row at midpt 3-11
4-10: 2x4 SP No.2
REACTIONS. (lb/size) 13=991/0-3-8.6=107510-3-8
Max Harz 6=-176(LC 10)
Max Uplift 13=-262(LC 6), 6=-215(LC 10)
FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-13=-995/362, 1-2=-449/160, 2-3=832/287, 3-4=-1758/575, 4-5=-4052/1506,
5-6=1892/562
BOT CHORD 11-12=-371/1216, 10-11=-581/1508, 9-10=-1448/3411, 8-9=733/1817, 6-8=-676/1641
WEBS 1-12=-37611049. 2-12=1775/577. 2-11=-325/1214. 3-11=-745/323, 3-1 0=- 103/553,
4-10=-1902/871,4-9=386/1090, 5-9=-951/2238, 5-8=-1153/470
NOTES-
1) Wind ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3 Opsf h=25ft; 8=45ft; L=24ft, eave=5111, Cat.
II; Exp 8; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 3 MWFRS for reactions
shown, Lumber DOL=1.60 plate grip DOL=1 60
2) Provide adequate drainage to prevent water ponding.
3) All plates are MT20 plates unless otherwise indicated.
4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. This item has been5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members electronically signed and
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 13 and 215 lb uplift sealed by Velez, Joaquin, PE
at joint 6. using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.661E2
MiTek USA, Inc. FL Cert 6634
5904 Parke East Blvd. Tampa FL 33610
Date:
May 7,2018
WARNING - Verify dos/gn parametors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. /0,0317015 BEFORE USE.
Design valid for use only with MRak® connectors This design Is based only upon parameters shown, and Is for on Individual building component, not •
e truss system Before use, the budding designer must verity the applicability of design parameters and property Incorporate this design Into the overall
budding design Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guldance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 8904 Parke Eau Blvd
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alemndna, VA 22314. Tampa, FL 36810
JobTr TrussTruss Type Ply Park Sq. Hors./ WELLINGTON - 3096-C_TRAY or,
T13972164 PSO3096C_
T MONO HIP 1 Job
Reference (optional) Mid -
Florida Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10:19:06 2018 Page 1 ID:
7_F73YHi9ougBg86BIDswy3lYb-QhGBihLTogaJOGR4UOWbh WkAWgI WCd7kxRbfELzlwKJ 3-
5-12 6.5-0 1 7-0.0 3-
5-12 2-11-4 0.7-0 5xB =
2x4
Scale =
1,22 8 3-
5-12 j 6-5-0 3-
5-12 2-11-4 0-7-0 Plate
Offsets (X,Y)— 11,0-2-12.0-0.91 13.0-4-8,Edgel 15:0-3-0 0-4-81 LOADING (
psf) SPACING- 1-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL
20.0 Plate Grip DOL 1 25 TC 0.32 Vert(LL) -0.03 5-7 >999 240 MT20 244/190 TCDL
20.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.07 5-7 >999 180 BCLL
0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.01 4 n/a n/a BCDL
10.0 Code FBC2017rrPI2014 Matrix -MP Wind(LL) 0.02 5-7 >999 360 Weight, 81 lb FT = 0% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT
CHORD 2x6 SP No.2 except end verticals. WEBS
2x4 SP No.3 'Except' BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. 3-
4: 2x4 SP No.2 REACTIONS. (
lb/size) 1=2975/0-3-8, 4=2630/Mechanical Max
Horz 1=57(LC 6) Max
Uplift 1=-552(LC 8), 4=-515(LC 8) FORCES. (
lb) -Max Comp./Max. Ten -All forces 250 (lb) or less except when shown. TOP
CHORD 1-2=-3719/681, 2-3=-37877722, 3-4=-2012/404 BOT CHORD 1-5=-
654/3344 WEBS 2-5=-256/
82.3-5=-926/4734 NOTES- 1) 2-ply
truss
to be connected together with 10d (0.148"x3") nails as follows* Top chords connected as
follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as
follows: 2x6 - 2 rows staggered at D-7-0 oc Webs connected as follows
2x4 - 1 row at 0-9-0 oc. 2) All loads are
considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been
provided to distribute only loads noted as (F) or (B), unless otherwise Indicated 3) Wind. ASCE 7-
10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft, Cat It: Exp B; Encl..
GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has
been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This item has been 5)' This truss hasbeendesignedforaliveloadof20Opsfonthebottomchordinallareaswherearectangle3-6-0 tall by 2-0-0 wide will fit between the
bottom chord and any other members electronically signed and 6) Refer to girder(
s) for truss to truss connections. sealed by Velez, Joaquin, PE 7) Provide mechanical connection (
by others) of truss to bearing plate capable of withstanding 552 lb uplift at joint 1 and 515 lb uplift at using a Digital Signature. joint 4. Printed copies
of this 8) Hanger(s) or
other connection device(s) shell be provided sufficient to support concentrated load(s) 306 lb down and 58 lb up at 6-5-12 on
lop chord, and 1652 lb down and 315 lb up at 1-0-12, and 1652 lb down and 315 lb up at 3-0-12, and 1652 lb down and document are not considered 315 lb up at
5-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Signed and sealed and the signature must be verified
LOAD CASE(S) Standard
on any electronic copies.
1) Dead + Roof Live (balanced), Lumber Increase=l 25, Plate Increase=1 25 Joaquin Velez PE No.68182 Uniform Loads (plf) MiTak
USA, Inc. Cert Vert: 1-3=40,
1-4=-10 l 6904 Parke East Blvd. Tampa FL 33810 mpa Concentrated Loads (lb) Date:
Vert: 7=-1652(
B)
8=-306(F) 9=-1652(B) 10=-1652(B) May 7,2018 WARNING -
verify design parameters
and READ NOTES ON TMS AND INCLUDED WTEK REFERENCE PAGE M11.7472 rev. 1010212015 BEFORE USE. Design valid for use
only with Mrrek® connectors, This design is based only upon parameters shown, and Is for an Individual building component, not • a truss system. Before
use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated
Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW k' Is always requiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery, erection
end bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OSB49 and SCSI Building Componont 6904 Parke East Blvd Safety Information available from
Truss Plate Institute, 218 N. Lee Street. Suits 312. Alexandra, VA 22314 Tampa, FL 36610
Job Truss Truss Type oty Ply Perk Sq. Hms./ WELLINGTON - 3096-C TRAY
T13972165
PS03096C_-_T P1 HIP 1 1
Job Reference o Clonal
Mid -Florida Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries. Inc. Mon May 7 10:19.06 2018 Page 1
ID emwhR10vL27_4p7vpZM3zHy31Yx-OhGBihLTogaJOGR4UOWbhVvkAugP_CrFkxRbfELzlwKJ
1-0-0 3-M 7.8-0 10.8-0 _) 11.9A
i
1-0-0 3-" 4-8-0 3.0-0 1-0-0
4x8 =
3x4 =
15 16
4x4 =
3x4 =
Scale = 120 6
LOADING (psf)
TCLL 20.0
TCDL 200
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1 25
Rep Stress Incr NO
Code FBC2017/TPI2014
CSI.
TC 0.36
BC 0.32
W 3 0.06
Matrix -MR
DEFL. in
Vert(LL) -0.02
Vert(CT) -0 05
Horz(CT) 002
Wind(LL) 0.02
loc) I/de0 L/d
7-8 >999 240
7-8 >999 180
5 n/a n/a
7-8 >999 360
PLATES GRIP
MT20 244/190
Weight. 47 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No 3
REACTIONS. (lb/size) 2=70110-7-8.5=701/0-7-8
Max Horz 2=39(LC 7)
Max Uplift 2=-202(LC 8), 5=-202(LC 8)
Max Grav 2=721(LC 13), 5=721(LC 14)
FORCES. (lb) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown
TOP CHORD 2-3=-1131/303. 3-4=-10171293. 4-5=-1132/301 BOT CHORD
2-8=-228/1014, 7-8=-225/1022, 5-7=-223/990 NOTES- 1)
Unbalanced
roof live loads have been considered for this design. 2) Wind:
ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=24ft; eave=4ft; Cat. II, Exp
B, Part. Encl.. GCpi=0.55; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 3) Provide
adequate drainage to prevent water ponding. 4) This
truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This
truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members. 6) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 202 lb uplift at joint 2 and 202 lb uplift at joint 5
7) Girder
carries hip end with 3-0-0 end setback. This Item has been 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 81 Ill, down and 32 lb up at 7-8-
0. and 81 lb down and 32 lb up at 3-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of electronically signed and others sealed
by Velez, Joaquin, PE 9) In
the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). using a Digital Signature. LOAD CASE(
S) Standard Printed copies
of this 1) Dead +
Roof Live (balanced). Lumber Increase=l 25, Plate Increase=1.25 document are not considered Uniform Loads (
plf) signed and sealed and the Vert: 1-
3=80, 34=87(1`=-8), 4-6=-80, 9-12=-22(F=2) signature must be verified Concentrated Loads (
lb) on any
electronic copies. Vert. 3=-60(F) 4=60(1`) Joaquin Velez PE No.68182 MiTek USA,
Inc. FL Cart 6634 6904 Perk*
East Blvd. Tampa FL 33610 Date: May
7,
2018 WARNING. Varlly
design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 raw. 10/03/20/5 BEFORE USE. Design valid
for use only with MrreM connectors This design is based only upon parameters shown, and Is for an Individual building component, not • truss system.
Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design
Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always
required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage,
delivery, erection and bracing of trusses and truss systems, see ANSIITPI1I Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd Safety Information
available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type 0ty Ply Park Sq. Hms./ WELLINGTON - 3096-C_TRAY
T13972166
PS03096C_-_T P2 KINGPOST 1 1
Job Reference o t'o al
Mid -Florida Lumber, Barlow, FL.
1.1-3
2x4 =
5-4-0
8.130 s Mar 11 2018 MiTek Industries, Inc. Mon May 7 10 19.08 2018 Page 1
ID'emwhR10vL27 4p7vpZM3zHy31Yx-M4Ny7MMkKSgOgabScRY3mxpVld4Cgkd1014mlDzIwKH
4x6 = Scale = 1 20 9
1d
4x5 =
54-0 4.4-0 -0.0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0 03 7-10 999 240
TCDL 200 Lumber DOL 1 25 BC 0.34 Vert(CT) 0 08 7-10 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.01 5 n/a We
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 004 7-10 999 360
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No 2
WEBS 2x4 SP No.2 'Except' BOT CHORD
3-7: 2x4 SP No.3
REACTIONS. (lb/size) 2=561/0-7-8.5=446/0-7-8
Max Harz 2=53(LC 10)
Max Uplift 2=-152(LC 10). 5=-106(LC 10)
FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 2-3=-590/321, 34=584/340, 4-6=-388/257
BOT CHORD 2-7=-239/471. 6-7=239/471
PLATES GRIP
MT20 244/190
Weight: 36 lb FT = 0%
Structural wood sheathing directly applied or 6-0-0 oc purlins.
except end verticals.
Structural wood sheathing directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=15ft, B=45ft; L=24ft, eave=4ft; Cat.
II, Exp B; Part. Encl., GCpi=0.55, MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces d MWFRS for
reactions shown; Lumber DOL=1 60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 2 and 106 lb uplift at
joint 5.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68162
MiTek USA, Inc. FL Cart 6634
6904 Parka East Blvd. Tampa FL 33610
Data:
May 7,2018
Q WARNING -Verify design parameters and READ NOTES ON TFOS AND INCLUDED MITER REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MRek® connectors This design Is based only upon parameters shown, and Is for an Individual building component, not •
a truss system Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall
building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the
lsbrlcatlon, storage, delivery, erection and bracing or trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa. FL 36610
Job Truss Truss Type Oty Ply Park Sq. Hms./ WELLINGTON - 3096-C_TRAY
T13972167
PS03096C_-_T P3 KINGPOST 1 1
Job Reference (optional
Mid-Florida Lumber, Bartow, FL. 8 130 s Mar 11 2018 MiTek Industries, Inc Mon May 7 10:19:09 2018 Page 1
ID:emwhR 1 OvL27_4p7vpZM3zHy31Yx-gGxKLiNM5l 4HkAf993JJ9Mge 1 ORPBsBdPgJrfzlwKG
5-4.0 l
9-8-0
1.1.3 ' 5.4.0 44-0
4x4 =
2x4 = -_- 4x5 =
Scale = 1,20 8
5-4-0 44-0
Plate Offsets (X Y)— (2 0-0-0 0-0-41 f6.0-1-8 0-2-01
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.03 7-10 >999 240 MT20 244/190
TCDL 20.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.08 7-10 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2017rTP12014 Matrix -MR Wind(L-) 0.04 7-10 >999 360 Weight: 36 lb FT = 0%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No 2 except end verticals.
WEBS 2x4 SP No 2 'Except' BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing
3-7: 2x4 SP No.3
REACTIONS. (lb/size) 2=561/0-7-8, 5=446/0-7-8
Max Horz 2=-54(LC 8)
Max Uplift 2=-152(LC 10). 5=-106(LC 10)
FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-581/316, 34=576/336, 4-6=-389/259
BOT CHORD 2-7=-230/459, 6-7=230/459
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind* ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf, h=15ft, B=45ft; L=24ft; eave=oft, Cat.
11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 2 and 106 lb uplift at
joint 5.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.88182
MiTek USA, Inc. FL Cert 8834
69D4 Parke East Blvd. Tampa FL 33610
oats:
May 7,2018
WARNING - Vwify doslgn panmofars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE.
Design valid for use only with MiTekm connectors. This design is based only upon parameters shown, and Is for an Individual building component, not •
a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overa0
building design, Bracing Indicated Is to prevent buckling of Individual truss web egdlor chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-aft and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610
Symbols - I Numbering System A General Safety Notes
PLATE LOCATION AND ORIENTATION
Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
Q A.
For 4 x 2 orientation, locate
plates 0- 'lid' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20120
software or upon request.
The first dimension is the plate
width measured perpendicular4x4toslots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings
supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
6-4-8 1 dimensions shown in ft-in-sixteenths
Drawings not to scale)
1 2 3
TOP CHORDS
ci-2 c2-3
WEBS
Ac4OOILU
O a
c2a csa csa
O
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1311, ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
2012 MiTek® All Rights Reserved
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information, MiTekGuidetoGoodPracticeforHandling,
Installing & Bracing of Metal Plate
Connected Wood Trusses. MiTek Engineering Reference Sheet Mll-7473 rev. 10/03/2015
Failure to Follow Could Cause Property
Damage or Personal Injury
1 Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See SCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies o1 this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSIrrPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSIrrPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purtins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16 Do not cut or after truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSIrrPI 1 Quality Criteria.
Mid -Florida
40-o-o
I B
26-" 16 13-4-0
QIFV i 7n?
49V
@am 11mim
i
i
1! i
1 i 1
11®,hF6A-
11 1
Irmo
AI 1 71 1 1
1!'
y1 1
Q 4/12 ROOID-8-010-" 100
GARAGE
14 &0 _ . _ 5-4-0-0 20.0.0
PARK SQUARE / WELLINGTON 3096 - C / TRAY CLG.
4 - HUS26 1-PLY HGR
6 - THA422 FLR HGR
5 - HGUS26-2 2-PLY HGR
1 - THAC422 CONCEALED FLANGE FLR HGR
i
13-4-0
UPSTAIRS ENSUITE C
1
11 / 1
11 11
ii
1 11
11 1
11 11
11 11
III U 11
71
U U
009.
v
6-8-0 9fc 13-" c
20-"
Floor Loading
TC Live: 40.00 psf
TC Dead: 10.00 psf
BC Live: 0.00 psf
BC Dead: 5.00 psf
TC Stress Inc: 1.00
BC Stress Inc: 1.00
Spacing: variable
Roof Loading
TC Live: 20.00 psf
TC Dead: 20.00 psf
BC Live: 0.00 psf
BC Dead: 10.00 psf
TC Stress Inc: 25.00
BC Stress Inc: 25.00
Spacing: 2- 0- 0 o.c.
Account:
Job: PSQ3096C-T
Designer:
Checker:
Date: 05-07-18
r
n CITY OF SANFORD
AUG 2 12018 BUILDING & FIRE PREVENTION
PERMIT APPLICATION
F:... D
A1)PIication \'o: t- 1 9
Documented Construc(ion Value: S 1 (> 00 «
Job address: aqct C Y Stt.)4I A Historic District: Yes \o E-
Parcel ID: LL 2q's i 11 VY 1 ,- Residential D cotnrnercial
f-%Te of Work: New .Adclitioan Alteration _Repair Demo
I
Change oof,.UseeE '\Io%-e ElDescriptionofWork: j`I.- )l i 1 11Qk-IL=i Plan Review
Contact I'er•son: J Phone: Fax:
Title: 150
ahvtp Email: Property
0\';
n=-r Inform-ation N anle &
C 1, Streel: City.
state
zip: I'tloLie:
Resident of
properi.0 : Contractor Information
rlc• "h( ;
c. t i r it /' (•J_ 1•i ' i'hur i•: / L.t,_ '_ ! ` street\ Fax:
L4 . I 'r\ 1 Cli\'.
Sta(e zip: ! 11- ( I i i % A.rchitact!
Enains=r IniOrniRtion Nar:)r:
IIII ),Ie: street: Fa\:
Cite. St. "
Lip: E-ninii: Sording Conipan\•.
I(Irt, -a Z.0 I_ c.n(Ii:r: k'I\(; '
CC) U1\'\I.Ft: YOUR R I \il.l.'iiF TO ItF:CC1al) .a ,C)'I iC'I: OF C'C)\(\lF_NCEMI:\"f M \1' I;ES[ L'F IN YOUR li MYINGTWICE
FOR 1\lt'ROVEME'N'(s 'FO YOUR ('iZOPF.I:TV. :\ XOTICL OF (-CM)IE\•CI :qLN'I' •\1UST 1 1: RECORDI"F) :\
N1:1 POSTFD ON TLIE .10: 51'I'F. CEI'(7i1E THE FI!: L IN I'LC-1-101•. IF Y(W INTI'U TO FIN:\\CI\
G. CONSULT \+-IT1l 1 (_-,n,i,, I_I:\'L'JEk OR AN :\TTO'NKY F,EF'C)i:E PECORDING YOUR NOTIC_'l Ui' n. :.....:::... I
ndu•i:-:i:d I!:a; ,. c,la-at: p:...tir r.:l:;t h: s_cturt! fu: i•Ir:irical :r.•k. p;e:a;lir _ s_ :;.t. .. .,I. is r::
a Ct'i. l t)Ili•C?. I:: ..:; 1't. Ll;: !:.:I i:d .:il' coild;:IUncri. erc. i"i;(-
I il._ S!I.d: (+c i;:,rriJ,rtJ t: i!i, t!:_ r! i:: •I : );:L;.:. .. e:u! li+: c.. !•: iu .'..cl :. 1 .. ,!.t _ ' I_ci:i...: I:ul _ i f l::ri?a !:uii.., Co:J•;
R
NOTICE: l:: addition to the iquirerncnis of this pe,-mit. there rlae be nddiiiaual r_strirtio:ls a pli:ail:' 10 [his iraperi' that ma.' hefaundinthepubticrecord; efthis cJuai\. and L'ntre n,.3y be adaitio_:al `: ;lees rc.;ui;ed tr, m otht'r 'tr\•::nrnenta! ratiii:; such as \\zier
minaeenlent district;, stoic pgzm,:i s. or federal ae n:ie;.
Accepmauce of permit is \'cri icaiion that I wiil I:nliS' the o,\•l r of the preycrr.• of t!1^ r:quirc.mzn:s of Florid:! Li_r. La-,v. Fi i I..
The Ci:\' of S_:lfOrd rcqui.es I`1: Iaeiil of a i71.'.n rc1"icw ree t11:' Ca:e ofpmr..;[ sllbillitial A COP 0--the ext-culed coniraCt i5 required
m order to c^.!cu!at. a pkin re\•ie-w charge and will be Consid:: d t!:t cstitns t : ce ;nl:rioi: \alas of the jab a: the tinit of suhrai[:ai.
The actual consmm:fion \alu: will b: tic--td tea:C-j O:. 6L CCEZ":'eit ICC Vali:_lion la_`i: in Ciro:[ a[ [;1C lUlle trC p:^i'jt I> ISi' i, co'-d2nce \\•iih local Ordinance. sho.-:I'd calcul:!:ed Ci1 r il_:!:mod off t;le tXai:!td ccrAr_'C[ C'W te, [tilt
rc'c!ii will be ap, lie, to-vm:r pei.iui fees \ ,.-.. t!ic perru: 1: ISSa:,i.
OWNER'S AFFIDAVIT: 1 certify that all of the foregoin, information is accurate and that all 110rk 11'ill
be done in compliance 1virh all :Ipplicable laws ITULILlti[VU cons(ructiot
t: -.
t)'• :1c. ' ... 1_ PCi':J . 1i' h:._ ,. [ i? .•le Ot'
I'7 Typ c'f ID
AA I ) 601le
AMY R. MORRIS
Notary Public - State of Florida
Commission: GG 185209
y Comm. Expires Max 10. 2022
bonded through Nat Notary Assn.
C C'i... _.:: .-;=etc : I _. _Ii :.:i .i•?:":: i i :
BELOAV fS FOR OFFICE'USE ONLY
PC.-f-,lii: Requirc-d: B'.ii._..^_ EIS...zci cz,1I__1 `,lect!1a::i-,.:! Fie i, .;. z -1 G_, Roof
Construction TYpe: Occup:mcy U• c: Flctc;d %one:
TOt21 Sq Ft of lild, :: 1:1-1. Occup ace• Load:
Nev. C'nnstruciion: Eli ctric - == of AiCln;z
of storm::
Pl[iii0)iI12, - = l?f Fixttires
1 ire 11)rltil I I' I'Ci'[illi: ) {' El= h I'!""': _— 1•ir ;I:11'i:1 1'i'I ili:[: Y C-Z D
UT!!_ I i IE`:
FIRE INSPECTIONS CITY OF SANFORD
407.562.2786 BUILDING & FIRE PREVENTION
BUILDING INSPECTIONS 300 N PARK AVE
855.541.2112 SANFORD FL 32771
DRIVEWAYS -SIDEWALK 407.688.5080
Application Number . . . . . 18-00001397 Date 8/21/18
Application pin number . . . 825270
Property Address . . . . . . 2646 GREEN SWALLOW WAY
Parcel Number . . . . . . . . 17.20.31.502-0000-2340
Application type description NEW SINGLE FAMILY HOME - DETACHED
Subdivision Name . . . . . .
Property Zoning . . . . . . . PUD
Application valuation . . . . 210278
Application desc
NOC on file
Owner Contractor
STARLIGHT HOMES FLORIDA STARLIGHT HOMES FLORIDA LLC
1064 GREENWOOD BLVD STE 124
LAKE MARY FL 32746
407) 708-0161
Structure Information 000 000 ----------------------
Construction Type . . . . . VB
Occupancy Type . . . . . . RESIDENTIAL USE GROUP
Flood Zone NONE
Other struct info . . . . . ELEC - # AMPS 150.00
PLUMBING FIXTURES 15.00
NUMBER OF STORIES 1.00
SQUARE FOOTAGE 2018.00
Permit . . . . . . ELECTRICAL PERMIT
Additional desc . .
Phone Access Code 1072313
Permit pin number 1072313
Sub Contractor STRADA ELECTRIC & SECURITY
Permit Fee . . . . 60.00
Issue Date . . . . 8/21/18 Valuation . . 0
Expiration Date . . 2/17/19
Qty Unit Charge Per Extension
150.00 .4000 AMP ELECTRICAL - NEW CONSTRUCTION 60.00
Special Notes and Comments
All projects within the City shall use
WastePro for debris removal. Please
contact WastePro at 407.774.0800.
Normal hours for inspections are from
7:30 through 4:30 Monday through
Thursday. Please be aware you must
contact the Building Official to
schedule a Friday or after hours
inspection. This is required since not
every inspector is licensed to do every
type inspection. Communication is the
key, so please contact the Building
Official if you have any questions at
407.688.5058 or at
dave.aldrichosanfordfl.gov
Water impact fee $1343.00
Sewer impact fee $3025.00
Other Fees . . . . . . . . . 01-APPLCTN FEE -ELECTRIC 50.00
O1-APPLCTN FEE -BUILDING 25.00
O1-APPLCTN FEE -MECHANIC 25.00
O1-APPLCTN FEE -PLUMBING 25.00
O1-BLDG PLAN REVIEW 858.00
02-CURB CUT/DRIVE - S/F 40.00
FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE
PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS.
NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED.
NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED.
a
ONSCRIPTION AS FURNISHED. Lot 243, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 9.1
rhniLuuh 102 of the Public Records of Seminole County, Florida.
POUNDARY FUR/CERTIFIED 7'0: Park Square Enterprises, LLC (a Delaware Corporation),
Wind eTweed le. Haines, Ward do Woodman, PA: Attorneys' Title Insurance
Fund; Bank of Arneriao LOT
244 LOT 245 I '
N
89'43'03" E ' I
M11.
5 78.14' I tirr ---- I
l
I 7.
9 BO, 29.80' L07'
243 111 s6.
47' I
s I
10.00' 13.
J'• Ls]
128. 14• 26.7 M1y
1Of 0
5 o
I FORMBOARD FOUNDATION•c'-
TOFe TOP Or FORM qFORMAVERAGE- 25.21' s
ti/ I
rp . .1';;pE I
hrpE i
14.7' 23.
14' I
o I
tihry°f ti O4Ih'112 20.0' 10.
00' 25.
20' 25.20' 0
90°00'00" e R=
00' / l =
if1.27' C=
35.36•' CIJ=)
V 45D96'57" W HACKS
AS FURNISNF.D AR - .
0' f0
5' (4D' LOT) 10 (
75' LOr1 RTC :
7TRF.C7 - 25, coo, & 75' U)T) 15' (
40' I.OT) r•)
25' I-RONF SE7TS4CK CAN Of REDUCED IO
20' ON CERTAIN LOTS. NO MORE THAN 2)
IN SUCCESSION AT 20' AND A MINIMUM CESSION
AT 25' Cal
LIZ
N
89-43.03" E .BJ 53.
14 • a
tigo,'
ti3 aa G
GRAWN
S IVA_L.Z, O THY XA Y 50-
PRIVATE R/W) PLOT
PLAN AREA CALCULATIONS COT
242 OF (
2) IN SUC PROPOSED -
FINSHED SPOT GRADE ELEVATIONS FLATWORK r..,-.,- ... •. •.-•
ON/
OFF LOT - TOTAL Y SQUARE FEET FLATWORK ; M
I! DRAINAGE PUNS Cr DRIVE 4031 110- 513 t SQUARE FEET FOUND.ANON/PAD 2.00, 1 SQUARE Fr. Ei 178
3 SQUARE FC_T r' - ..
PROPOSED DRAINAGE FLOW 0 WALKS 391 1,040 1.079 f SOUARE FEET REAR PATIO FRONT
PORCH DECK 96 1 SQUARE rrr.l 1 '
T rRANN'G TYPC A 6 0 SOD 6. 1161 1.135- 7.251t SQUARE FEET POOL DECK NIA t SQUARE 'EfI r'
4:tA ISED r r, I'ER PUNS - 25.2 Q NOTE: FRONT SnXVAU( AND STREET LOCATION TAKEN FROM PIANS PRONOCo BY CUCNr Nor NCID tswnrD ' c;'
RI_iL5'LNil7F'FR—SC'07'T & ASSOC'., INC. — ND SI_fR F.3'O./',5' 5400
E. COLONIAL DR. ORLANDO. rL J2807 (407)-277-3232 FAX (4O7)-F58-:-.j6 rD •
n,wl a urn 1+ -
ian0i'unm[ :Ic. - IUIM W A[—r L ATIJI[ cw.ruc I. rw VND[RSLxCD W HrA DEBT' Twr DID; suR ua-m nR srM'DNOs Or I ICL SET FDA"' w n47.ruww IKK`M nr IWSDV/r r0 SRr,(w r)02). ilWiDt I cur aro roc •roe Dr cDroRo coat'L I[ Mrr M[xi t1AL s
L y N y-rl FLLKM MlravlSlM[M 000E S
AND OR[.N.L RAISLD • r,a 2U 1 uV W rnnts .YI[ NJi vylD In [
r I [• IA..—t sn - lo«..m.L r.
VIMss —11 tRRas
PIDO.76ED Iml A.N SniL.TUAE 1
r115 SL[0'LY 1,a [MV.ISD —. nrU rIrDR[urtvl nRNWCO f0 MC SURnYM MCR[ WY Q anlaT RCSIRCnGG 1rL'
AI[r nflrrDIxIvIJDDr11IL '.LC L/YL Iry rat .
noon IR min¢xE'vm IX . r[RN .1 AffE. (I I --I W
CASDdXR rMT Amw ImS PR(W"N. RD
WIUDTOROIRID DMMVEK 14" OD-N LOWTW AVUSS orN[AW s.oWN ccxrna
va rr. . nNlDct nmr ru r,a r1L
runtlxc LCi IAu' L.W ne yam. s nrvrAol IDA T sac 8E m a nNsr rnwwo To AND SNDIR.D Nor ar RR1ED umP 0, ANn 0-I: RCCONsYI
l OOIF tMi ruRLmtrttrr-
tt'-vnr tra tCl(!w[ t.
t. 4t[ tNnr4 t
wDems wow F01[ TIC IOUIYM Or WPRJ"VM MERLON Do" NOT YC USED TO 7.
Ir..R" PAC WSm ASUNN Won ArPD W WlRr[ SROW'rl AS WS[ SEAR"(O DJ Sr'
I - CAS'wJ ELL. Txva V rIgRW...RC BASED ox a'tICtI.L DEOMr: K/rla:.t WrAI w III:D. LN'LLSs OrN(ANIY xnWD wuir iou r
curvlD.rr OF AVnutllAr N..sr4 1- - ~
DRAWN Qr. ••• r>
Kvf,EM0.W' ic
r.I Vr UrrvAiLFE S—
E r— 20 DATC
ORDER /y trrazNIIv+""E'S' CERTIFIED BY. PILOT
PLAN 0.-10-2011F 10.
A-IC vlu'
aLrLI„ PLOT PLAN 05-10-T010 2'JCIi-IN rMMSCARD
FOUNDAIION/ELM. 06-07-2016 wa-rn FwRrF,
NIn
IVX\Pra •rRn DOES or UE WITHIN 1i415CSTNILGEDII100VrAR /LOOO MANE AS PER 'FIRM• M G.
wEYER,W Ls. / 4711 w, SC
1T, R.LS { .etlr 7, WL .
LIAI` / 121 I7C00lD F (09-11-07)
Udv
IV v c 9%vAWL ` ENGINEERING
SCIENCES Consultants
In: Geotechnical Engineering • Environmental Sciences Geophysical
Services • Construction Materials Testing • Threshold Inspection Building
Inspection • Plan Review • Building Code Administration 3532
Maggie Blvd, Orlando, 32811 • P: 407.423.0504 • F: 407.423.3106 ura
rrojeci no: u t tu.i fuu?ji t.uuuu Workorder
No: 9398862-1 Report
Date: 8/15/2018 In -
Place Density Test Report Client:
Park Square Homes . UES
Technician: Sammie Edwards 5200
Vineland Road, Suite 200 Orlando,
FL 32811 Date Tested: 08/15/2018 ' Project:
Wyndham Preserve, House Lot Testing East
Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773 Area
Tested: 2649 Green Swallow (Lot # 243) Tvae of Test: Material:
Native Field: ASTM D-2937 Drive Cylinder Method Reference
Datum: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor The
tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. - Test
Maximum ptimum Field Dry Field Soil Native
No.
Density Moisture Density Mditsture Compaction Depth Pass Location
of Test Range pcf) 1%1 pcf) inch) or Fail 1
North Footing 0-1 ft 106.8 10.6 104.1 10.5 97 N/A Pas: 2
South Footing 1-2 ft 106.8 10.6 102.9 11.4 96 N/A Pas: 3
East Footing 1-2 ft 106.8 10.6 103.6 10.3 97 N/A Pas: 4
North East Corner of Pad (TOF) 1-2 ft 106.8 10.6 101.6 10.7 95 N/A Pas: 5
1 Center of Pad (TOF) 2-3 ft 106.8 10.6 105.4 10.0 99 N/A Pas: Remarks:
TOF= Top Of Fill T..
nn/nhlinh n m..I..n/..ml..n:..n in I /ni. •..m nl r r/nnln Ihn O..hl;- n n'/....mnl..nn nll mnn.{.. nm n..h m:Hn'I nn nn n..In n{in/ mm nrh. ni ..... nl:n..1.. nn.I n..Ihi.n n l:..n t
r¢ID
Jot) :address
Parcel I'D:
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: I& 2 Eq
Documented Construction \`slue: S
2La-, cef- u aw a la r 4&bqstoric District: Yes \o U Residential
3Cotntaercial Type of
Work: N'tw .-addition 0 :alteration _Repair 0 Denno Change of Lisa ! \Ion e j Descriptionof
Work: I Imo! ':::)L 1 1 /\
ji.4 i%"/ -,° i 1' f 0 ,
N
Plan
Review
Contact Person: 11 Phone:
Fax:
Email: Pr ops ;
y Owne-r Information write Q'
Phone: Surer Cite.
Since
Zip: Title: Re:
idept
of property'° : Contractor li;
form_tion Phone: I
o Fax:
L., / c, ? I a : r
i •+
l
L. i
v. S C i c Zip: f ! / i cistc
Lice; -.se No.: F'_ I
r.
rchilect!
Enainzer Inforni_tion N: m;-
ir2Ct' C•
icy.
St. Zip: 11:I
G 1"0 WX. ER: VOLT:IAILURE TO RECC):D A NOTIC- OF COMMFNCEMENT M..\N I:Ej,'LT I\ 1'GL'ft TWICEFt:\ IMPROVEMENTSTOVOLT: i' OPERTV. . \'U710E OF CWL IE\CF\!EN't MUST BE RECORIDED aN[ 1'U:TEn ON "i"i•!1:.I0c: SITC I-EF0,:yE "1-1.1E FIRST IN_i'EC'TICIN. IF 1"0L: INTEN:0 10 Ct W;ANCINC. CONSULT '61T11 1'(.1L'i; 1-E I)E1: OR AN ATTO:RNE1' I:FFORE 1?LCC16t1)I\C; VC)Ui; \UTIC_'L ,:I;_ 1NI\!F.\i"I-NIFNT. c! Forcl:, ... •.:,, .:::..._ :._..: :. :.
r•:r.
I•lii!.... I:._„r>. I.t; k;. :1::1 .:ir cG:IL'i:i lr,(v'>. t•:c. I: 1: ... :.
I:. .. I:.__. i... :I t l.. 1... 1.._ .I :l: 11..1 :. .. .i :1 :! 1:.. l'•.!. 1:7 .• • , 1 - • .. _ 1•' i!._. C... ... I_r:i..... I :;11=1 i'I• -i ..1 , .ii•.. 1 r
NOTICE: ICE: In idditlou to di_ r_qClretricni: Of this ertut, fiifr: mmv p, itio •i ' P Ve I,1 t,-1 r:il 1:Itot: l_+I)li:a?I: 10 I%ii I'iJfeil' [h=! may h; i.l!!:1d IR the pl'.itllc f:CCtrdi CCi [i.. Col11i\'• and [Ilfre R:.11' h2 .ld lil '' a-I p:G 1::i required L 11 aic; poi f .ra_n!2! filri!ic, each1a;r=mien! districts, $t?if acenci or federal ae \\'di,r
Am pi2nce or Fermi,. IS \•crate atla R I -. I !\'III patio' the O:\'R,r Of tit: Fro'tei\' of th. rquirCR:e11t5 of Flo rlc!L
The Ci:\' of C_';ifJ;d requir:i F 1•:l:l:ili Of.^. plan r:i't2iv I:. One lt'7i t•u i roft _-Iii., c_iGiiri-'_i. _ CJ"C O; Qi: fSCCordertoC_I:u'l2te a 1 i r2\'le. ch2re _
r'. utetlznd \\'lil of cu !',ep la: c'Stlulaie' CO.^.i: L!;iiil„ i'aluc Ci Ia_ ,
r2 tlSi
j. b a: the t!r!: of su"•r:lirial. i I!e a•:t'al corir-'cii; e \al!.'c will b- ilea::d bis:;I oo t'r c•=T:-t ICC \`a „ '•-ai .
iorl:2.l•': :iil local ord!;12:1ce. ShvUld C2Lcula!LJ r r: •
t.1e file
CI12r_'s ,!=!ir2C Cl, ii:e 2\::l:i'.i CQrjr2 ;` t:1'
P- Zi[ I: lii'_; 1_
ci f\c; civil:.I Clr..i \i';II : a lled to \'o•_.. . i- f - con; !•: i!Jii \'2I'!:. r r Fe-:.Lt ,'es \C.:, ICc Ffrfilli G 1±at:,.•.
OWNER'S AFFIDAVIT: I certify that all of the foI•eaoino inforn;ation is accuraie and that all I%.CI•k wiHbecloneincompliance \\ irh all applicable Ian's r eaul:ltinl, coustr•uctiort
BELOW IS FOR OFFICE USE UNLY
Pernilcs Required:c I_ ..i 1•.0 \.ta,1: y iEl
Cor.:tr•ucdon Type: Occupsnc\" l _e:
Alin. 1.0.
ti tii :i:strl:riir•ii: I_I.•cil' c - = of Anips
Flc!,rl 7_oiie:
I'luiiibing - C'I• FIST. ; F_
it'r 1i)I'I[!i:!:r' I'Ci'raii: 2: __1 Ni-, C Firc ALirm Nr"P.i:t: j C
Gf_r
t_t.I I IENT _.
I_C)!'\t_l:
FIRE INSPECTIONS CITY OF SANFORD
407.562.2786 BUILDING & FIRE PREVENTION
BUILDING INSPECTIONS 300 N PARK AVE
855.541.2112 SANFORD FL 32771
0 • DRIVEWAYS -SIDEWALK 407.688.5080
Application Number . . . . . 18-00001397 Date 8/21/18
Application pin number . . . 825270
Property Address . . . . . . 2646 GREEN SWALLOW WAY
Parcel Number . . . . . . . . 17.20.31.502-0000-2340
Application type description NEW SINGLE FAMILY H014E - DETACHED
Subdivision Name . . .
Property Zoning . . . . . . . PUD
Application valuation . . . . 210278
Application desc
NOC on file
Owner Contractor
STARLIGHT HOMES FLORIDA STARLIGHT HOMES FLORIDA LLC
1064 GREENWOOD BLVD STE 124
LAKE MARY FL 32746
407) 708-0161
Structure Information 000 000 ----------------------
Construction Type . . . . . VB
Occupancy Type . . . . . . RESIDENTIAL USE GROUP
Flood Zone . . . . . . . . NONE
Other struct info . . . . . ELEC - # AMPS 150.00
PLUMBING FIXTURES 15.00
NUMBER OF STORIES 1.00
SQUARE FOOTAGE 2018.00
Permit . . . . . . ELECTRICAL PERMIT
Additional desc . .
Phone Access Code 1072313
Permit pin number 1072313
Sub Contractor STRADA ELECTRIC & SECURITY
Permit Fee . . . . 60.00
Issue Date . . . . 8/21/18 Valuation . . 0
Expiration Date . . 2/17/19
Qty Unit Charge Per Extension
150.00 .4000 AMP ELECTRICAL - NEW CONSTRUCTION 60.00
Special Notes and Comments
All projects within the City shall use
wastePro for debris removal. Please
contact WastePro at 407.774.0800.
Normal hours for inspections are from
7:30 through 4:30 Monday through
Thursday. Please be aware you must
contact the Building Official to
schedule a Friday or after hours
inspection. This is required since not
every inspector is licensed to do every
type inspection. Communication is the
key, so please contact the Building
Official if you have any questions at
407.688.5058 or at
dave.aldrichosanfordfl.gov
Water impact fee $1343.00
Sewer impact fee $3025.00
Other Fees . . . . . . . . . 01-APPLCTN FEE -ELECTRIC 50.00
01-APPLCTN FEE -BUILDING 25.00
01-APPLCTN FEE -MECHANIC 25.00
01-APPLCTN FEE -PLUMBING 25.00
01-SLOG PLAN REVIEW 858.00
02-CURB CUT/DRIVE - S/F 40.00
FAILURE TO COMPLY WITH'MECHANIC'S LEIN LAW CAN RESULT IN THE
PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS.
NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED.
NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED.
FIRE INSPECTIONS CITY OF SANFORD
407.562.2786 BUILDING & FIRE PREVENTION
BUILDING INSPECTIONS 300 N PARK AVE
855.541.2112 SANFORD FL 32771
DRIVEWAYS -SIDEWALK 407.688.5080
Page 2
Application Number . . . . . 18-00001397 Date 8/21/18
Application pin number . . . 825270
Other Fees . . . . . . . . . 01-FIRE IMP-RS 9-2017 383.81
01-LIBRARY IMPACT FEE 54.00
01-PARKS IMP-RS SINGLE 17 1103.95
01-POLICE IMP-RS 09.1.17 384.82
01-BLDG REINSPECTION 35.00
01-SEM CNTY RD IMPACT FEE 705.00
01-MECHANICAL REINSPECT 35.00
01-PLUMBING REINSPECT 35.00
01-SCHOOL IMPACT FEE 5000.00
WD IMPACT:SINGLE FAMILY 1343.00
SD IMPACT:SINGLE FAMILY 3025.00
01-BLDG DCA SURCHARGE 32.00
01-BLDG DBPR SURCHARGE 44.00
Fee summary Charged Paid Credited Due
4 CITY OF SANFW BULL
Permit Fee Total 60.00 00 .00 60.00 300 N PARK AVE
Other Fee Total 13203.58 13174.58 .00 29.00 SNIFF. FI. 32T71
Grand Total 13263.58 13174.58 .00 89.00 t
Merchant!U: 9950
Taffy li:.'Ml Store li: 4616
Ref 11: 0003
Phone Order
100000{Xf(100fX3191
VISA Entry HAW: Hawal
7oti1: $ 89.00
M148 09:18:50
Inv a:181397 Ater Code: 881281
iramettion 10: 3882334M30
WA: Wine BatcM: 0N
CVV2 Cade: MTCH M
I agree to Par above total mount
according to card issuer agreement
Merchant agreement if credit voucher)
Merchant COPY
FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE
PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS.
NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED.
NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED.
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATIONTDN
Application No:
Documented Construction Value: S
Job Address: C [ I 6l (e'4 J0,4uo;, VC1 1 Historic District: Yes No Parcel
ID: Residential W., Commercial Type
of Work: New Addition Alteration Repair Demo Change of Use Move Description
of Work: el Uryl i t t1 0 . f vl tv4 5 C Plan
Review Contact Person: Phone:
Name
Street:
City,
State Zip: Fax:
Title:
Email:
Property
Owner Information Phone:
Resident
of property? : Contractor
Information p
Name r )Cu' Phone: T
Street:
c-4Q l f Fax: City,
State Zip: 51 U cvd- , EL 3 `( - % 1 State License No.: !' Name:
Street:
City,
St, Zip: Bonding
Company: Add
ress: Architect/
Engineer Information Phone:
Fax:
E-
mail: Mortgage
Lender: Address:
WARNING
TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED
AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING,
CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
Application
is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced
prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in
this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces,
boilers, heaters, tanks, and air conditioners, etc. FBC
105.3 Shall be inscribed with the date of application and the code in effect as of that date: 511' Edition (2014) Florida Building Code Revised:
June 30, 2015 Permit Application
i
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
Signature of Owner/Agent Date
Print Omer/Agent's Name
Signature of Notary -State of Florida Date
Owner/Agent is Personally Known to Me or
Produced ID Type of ID
Sig -lure o`, on for/Agent D tc
Print Contractor/Agent's Name
Signaturkof Notary-s ate of Fond- !f Dath •Oct i 0SslpyV ay 7, 20Z i•. _
o .• OFF 120855
Contractor/Agentis Personally Knd"Vttj°t ' c• F
Produced ID Type of lD
BELOW 1S FOR OFFICE USE ONLY
Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof
Construction Type:
Total Sq Ft of Bldg:
Occupancy Use:
Min. Occupancy Load:
New Construction: Electric - # of Amps.
Fire Sprinkler Permit: Yes[:] No
Flood Zone:
of Stories;
Plumbing - # of Fixtures,
of Heads Fire Alarm Permit: Yes No
APPROVALS: ZONING: UTILITIES: WASTE WATER:
ENGINEERING: FIRE: BUILDING:
COMMENTS:
Revised: June 30, 2015 Permit Application
1111111111111111111111111H 11161 fill Ieii
Parcel ID Number: 17-20-31-502-0000-0 GRANT MALOY SEMINOLE .COUNTY
COUPreparedByDaphneClarkBENK91`53rP9CI160I ( iP9s
T ! COMPTROLLERY,
and Park Square Homes CLERK'S Q 201ED68008
Return To : 5200 Vineland Road Suite 200 RECORDED 06: 14' 2010 02:26: 30 PH
Orlando, FI 32811 RECORDING FEES $10.01)
RECORDED BY tsmith
NOTICE OF COMMENCEMENT.
State of Florida.
County of Seminole. Permit Number:
The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement.
1. Description of Properly: LOT
Legal Description: WYNDHAM PRESERVE, according to the plat thereof, as recorded in Plat Book 81,
Page 93-102, of the public records of Seminole County, Florida.
Address : (;1']% tyY.tALA SuG 11 oy,L_ , Sanford Fl 32773
2. General Description of Improvements: New Single Family Home
3. Owner Information : Name Park Square Enterprises LLC
Address 5200 Vineland Road, Suite 200, Orlando, F1 328l1
Telephone (407)529-30004. Fee Simple Title Holder: N.A.
5. Contractor Name and Address: Name Park Square Homes
Address 5200 Vineland Road, Suite 200, Orlando, F132811
6. Surety. N.A.
Telephone- (407) 529-3000
7. Lender, Name, Fifth Third Bank
Address 5050 Kingsley Dr. MD: 1 MOC3J Cincinnati, OH 45227
8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served asprovidesby713.13(1)(a)7., Florida Statutes: N.A
9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A.
10. Expiration date of notice of commencement: One year from the date of recording.
WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDEREDIMPROPERPAYMENTSUNDERCHAPTER713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRSTINSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOURNOTICEOFCOMMENCEMENT.
11. Date Signed:4*(1-- Signature of Owner's Agent: /
Vishaal Gupta
Executive Vice President, Park Square Enterprises LLC
Sworn to and subscribed before me this day by Vishaal Gupta who is personally known to me and did not produce ID.
Notary Public niw (c
GEtPDaphneClark CO)R COQvMycommissionexpires: 6/27/19elf.0-
Serial No. FF209108
ry g Notary seal: 0 ota Si nature: +r iE,f`
C n+FZ4'a
Qate
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No:
a a
Documented Construction Value: $ 7308.00
Job Address: 2649 Green Swallow Way Historic District: Yes No
Parcel ID: 17-20-31-502-0000-2430 WYNDHAM PRESERVE Lot 243 Residential ® Commercial
Type of Work: New ® Addition Alteration Repair Demo Change of Use Move
Description of Work: Install new 4-ton HVAC system with duct work
Plan Review Contact Person: Paula Bagley Title: Permit Clerk
Phone: 407-975-2762 Fax: 407-629-9307 Email:- permitting@onestopcooling.com
Property Owner Information
Name Park Square Homes Phone: 407-529-3000
Street: 5200 Vineland Rd #200 Resident of property?
City, State Zip: Orlando, FL 32811
Contractor Information
Name One Stop Cooling & Heating, LLC Phone: 407-975-2762
Street: 7225 Sandscove Court Fax: 407-629-9307
City, State Zip: Winter Park. FL 32792 State License No.: CAC032444
Architect/Engineer Information
Name: Phone:
Street: Fax:
City, St, Zip: E-mail:
Bonding Company: Mortgage Lender:
Address: Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a pen -nit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be perfonned to meet standards of all laws regulati ng construction
in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: Ste Edition (2014) Florida Building Code
Revised: June 30, 2015 Permit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.,
OWNER'S AFFIDAVIT: I certify that all of the forehoing information is accurate and that all work will
be done in compliance with all applicable laws regulati g 96nstructipn and zoning.
Signature of Owner/Agent
Print Owner/Agent's Name
Date
Signature of Notary -State of Florida Date
Owner/Agent is Personally Known to Me or
Produced ID Type of ID
I h - 09/25/2018
of ontractor/Agent Date
Kevin Stine
Print Contractor/Agent's Name
Signature
KELLY WEBSTER
Notary Public - State of Florida
Commission # FF 978034
My Comm. Expires Apr 4, 2020
Contractor/Age t
Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building Electrical Mechanical Plumbing
Construction Type: Occupancy Use:
Total Sq Ft of Bldg: Min. Occupancy Load:
New Construction: Electric - # of Amps
Fire Sprinkler Permit: Yes No
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
of Heads
UTILITIES:
FIRE:
Gas Roof
Flood Zone:
of Stories:
Plumbing - # of Fixtures
Fire Alarm Permit: Yes No
WASTE WATER:
BUILDING:
I
Revised: June 30, 2015 Pennit Application
15 lightyears, Inc
776 Bennett Drive
Longwood, Florida 32750
June 1, 2018
To: Local Building Department
RE: Blower Door Test & Duct Leakage Test Reports
To whom it may concern,
Eg 7 s-,k)WZnt"
15lightyears
This letter is to request that the attached forms be accepted for compliance of the 2017 Florida Building
Code statute R402.4.1.2 Envelope leakage testing (Blower Door Testing) and R403.3.3 Duct testing.
The attached forms were provided by the Florida Building Commission as the accepted forms to be
submitted. These forms are listed on the 2017 Florida Building Code, Energy Conservation Technical
Assistance Manual, Document Number: TAM-2017-1.0, released February 02, 2018, pages R-78 through
R-80 (page numbers 159-161).
Web link provided for quick access to the TAM document https://tinyuri.com/2017FBC-TAM
These forms meet all three required Residential Energy Efficiency Compliance Paths listed under R401.2,
Prescriptive, Performance, and Energy Rating Index (ERI) paths.
We are working with building departments across Florida to standardized the form submittal process and
would like your department to allow these forms to meet compliance. If there are any issues with
accepting these forms, please reach out to me directly and I will ensure that we submit any specific form
that you will require. Tim Smith (407)-951-3236 tsmith@151ightyears.com
Respectfully,
is-
Timothy Srnith
15 Lightyears, Chief Operations Officer
Energy Technical Advisor
RESNET Quality Assurance Designee
IECC Residential Energy Inspector/ Plans Examiner
Member, Building Officials Association of Florida Member and Code Development Committee
participating member. Also, representative to the Florida Building Commissions, Energy Technical
Advisory Committee for the BOAF- CDC
S
FORM R405.4.1-2017
Envelope Leakage Test Report (Blower Door Test)
Residential Prescriptive, Performance or ERI Method Compliance
2017 Florida Building Code, Energy Conservation, 6th Edition
Jurisdiction: 3 Permit #:
Job Information
Builder: Community: XffiLot: 2
Address: Unit:
City: f( State: f 1. Zip: 3 Z773
Air Leakage Test ReSURS Passing results must meet either the Performance, Prescriptive, or ERI Method
OPRESCRIPTIVE METHOD -The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air
changes per hour at a pressure of 0.2 inch w.g. (50 pascals) in Climate Zones 1 and 2.
0 PERFORMANCE or ERI METHOD- The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding
the selected ACH(50) value, as shown on FORM R405-2017 (Performance) or R406-2017 (ERI), section labeled as Infiltration, sub -section ACH50.
ACH(50) specified on Form R405-2017-Energy Cok (Performance) or R406-2017 (ERI): =
19' C X 60 - M 0 J = Method for calculating building volume:
CFM(50) Building Volume ACH(50) O Retrieved from architectural plans
PAS (M chanical Ventilation is not required) ® Code software calculated
PASS (with Mechanical Ventilation)
O Field measured and calculated
FAIL
R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure or 0.2 inch w.g. (50 Pascals).
Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statues, or individuals licensed as set forth in Section
489.105(3)(f), (g), or (i) or an approved third parry. A written report of the results of the test shall be signed by the party conducting the test and
provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope.
During testing:
1.Exterlor windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other Infiltration
control measures.
2.Dampers including exhaust, intake, makeup air, back draft and flue dampers shall be closed, but not sealed beyond intended infiltration control
measures.
3.Interior doors, if installed at the time of the test, shall be open.
4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed.
S.Heating and cooling systems, if Installed at the time of the test, shall be turned off.
6.Supply and return registers, if installed at the time of the test, shall be fully open.
Testing Company
Company Name: 15 Lightyears, Inc Phone: (855)-438-1515
1 hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy
Conservation requirements according to the com lance method selected above.
Signature of Tester: Date of Test:
Printed Name of Tester: Will Torres
License/Certification #:
9704654
Issuing Authority: RESNET
FORM R402-2017
Duct Leakage Test Report
Residential Prescriptive, Performance or ERI Method Compliance
2017 Florida Building Code, Energy Conservation, 6th Edition
jurisdiction: ct- a- _Q
Permit#: 11-22.E
Job Information
Builder:
vG
Community: Lot: 2q3
Address: Unit:
City: GaVkT6V'J State: r(I
Zip: 073
Duct Leakage Test Results
System 1 S7 cfm25
System 2
cfm25
System 3 cfm25
Sum of any
additional systems cfm25
Total of all
systems cfm25
OPrescriptive Method cfm25 (Total)
To qualify as "substantially leak free" Qn Total must be less than or
equal to 0.04 if air handler unit is installed. If air handler unit is not
installed, Qn Total must be less than or equal to 0.03. This testing
method meets the requirements in accordance with Section R403.3.3.
Is the air handler unit installed during testing? YES (,a) [:]NO (1 0.3)
Performance / ERI Method cfm25 (out or Total)
To qualify using this method, Qn must not be greater than the
f, 1 3675' = . Q Qn proposed duct leakage Qn specified on Form R405-2017 or R406-2017.
Total of all Total Conditioned
systems Square Footage Leakage Type selected on Form Qn specified on Form R405-2017
R405-2017 (Energy Ca/c) or R406-2017 (Energy Calc) or R406-2017
cslc G 43
PASS FAIL
Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC380 by either individuals as defined in Section
553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes.
Testing Company
Company Name: 15 Lightyears, Inc Phone: (855)-438-1515
I hereby verify that the above duct leakage testing results are in accordance with the 2017 6th Edition Florida Building Code Energy
Conservation requirements according to the compliance method selected above.
Signature of Tester: ,2Date of Test: Z'
Printed Name of Tester: Will Torres
License/Certification #: 9704654 Issuing Authority: RESNET
W
z
LA
Certificate of Achievement
THIS ACKNOWLEDGES THAT
Will Torres
HAS MET THE STANDARD REQUIRED BY RESNET, AS A
CERTIFIED HOME ENERGY RATER
RT IN # 9704654
Certification Date: November 7, 2018
Certification Expires: November 7, 2021
Tim Smith,
RESNET Quality Assurance Designee
15 ears
RESNET QA Provider # (1998-199)