HomeMy WebLinkAbout2669 Flicker Cv -BR18-003489 (a) SFHP-f -z---
CITY OF
Building & Fire Prevention Division
t ANFO`RD PERMIT APPLICA TION
FIRE, DEPARTMENT
Application No:
5:3q 201 - 00
Documented Construction Value: SOWZ4%4M.-4
1
Jab Address: C Wo A 4C\1xC Cb-,rc_ sn,&%d P1 S )773Historic District: Yes[ --]Now]
Parcel ID: 17-20-31-502-0000- 1 A 0 ResidentialW] Commercial
Type of Work: New? Addition[] AlterationFIRepairEl DemoE]Change of UseE] MoveH
Description of Work: NEW SINGLE FAMILY HOME
WYNDHAM PRESERVE LOT#
Plan Review Contact Person: ANTHONY PERROTTI Title: Account Manager
Phone: 407-592-4187 Fax: Email: Anthony@Permits PermitsPer.m its, com
Property Owner Information 07_5
Name Park Square Enterprises LLC
Street: 5200 Vineland Rd STE 100
City, State Zip: Orlando FL 32811
Phone:
Resident of property? :
Contractor Information
Name VISHAAL S GUPTA - PARK SQUARE HOMES
Street. 5200 Vineland Rd STE 100
City, State Zip:
Name:
Street:
City, St, Zip:
Orlando FL 32811
Bonding Company: N/A
Address:
Phone: 407-5293100
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, beaters, 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: 6'h Edition (2017) Florida Building Code
Revised: January 1, 2018 Pen -nit 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 ofa 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 pert -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.
Signature ot'(5xvner/Agetit Date
VISHAAL S GUPTA
Print Owni:LtAucnt's Naffi_e
Signature of Notary -State of Florida Date
An J. PerroWi
Z Commission # GG149722
1 EXI)ift- October 23,2021It* Aaron Notary
0 ent i!sYMIS"PlIersonally Known to Me or
Produced ID N/A Type of ID
Signature of Contractor/Agent Date
VISHAAL S GUPJA,
Print Ir" it's Name
Signature of o ary-State ofFlorilda-P. ___w DateStateofr
1 AnthonY - 4 GGI 49722
WobOT 23,2021
80ndedthM A31011 Notary
Contta gent is M Personally Known to Me or
Produced ID N/A Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building[R ElectricalE MechanicalE[ Plumbing[ - Gasn RoofEl
Construction Type: v F2 Occupancy Use: Flood Zone:
Total Sq Ft of Bldg: 50&4 Min. Occupancy Load: 1, (ts! #of Stories:
New Construction: Electric - # of Amps 7-00 Plumbing - # of Fixtures
Fire Sprinkler Permit: Yes El No ' #of Heads
APPROVALS: ZONING: t UTILITIES:
ENGINEERING:' —'C- FIRE:
COMMENTS: - Ok to construct single family home
with setbacks and impervious area
shown on plan, rf.41 z3qi
A
11S4
no
Fire Alarm Permit: YesE] NoE
WASTE WATER:
BUILDING: ewr q- 2-7- (a
Revised: January 1, 2018 Permit Application
CITY OF
Sk 40RD
FIRE DEPARTMENT
Building & Fire Prevention Division
PERMIT APPLICATION
Application No:
Documented Construction Value: $
Job Address: cPBo loc1 "A,-Azc- S&,64, R 1)773Historic District: YesE]Nowl
Parcel ID: 17-20-31-502-0000- 1 A 0 Residentialz Commercial
Type of Work: NewPl' AdditionE]AlterationF—]RepairF—]DemoF—]Change of UseF]Move H
Description of Work: NEW SINGLE FAMILY HOME
WYNDHAM PRESERVE LOT # 9
Plan Review Contact Person: ANTHONY PERROTTI Title: Account Manager
Phone: 407-592-4187 Fax: Email: Anthony@PermitsPermitsPe mits.comGG111TACT * *
Property Owner Information Anthony Perrottl
407-592-4187
Name Park Square Enterprises LLC Phone: Anthony@PermitsPermitsPermits.com
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 Fax:
City, State Zip; Orlando FL 32811 State License No.: CRC1330351
Architect/Engineer Information
Name: Phone:
Street:
City, St, Zip:
Fax:
E-mail:
Bonding Company: N/A Mortgage Lender: N/A
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 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: 611 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 ofthe 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.
lkl_
Signature of (5.,vner/Agent Date
VISHAAL S GUPTA
Print OwnadARent's Nei&
Signature ofNotary -State of Florida Date
Anthony J. Perrottit
CommiWon # GG149722
EXPIMS: October 23,2021
Sq jed thry Aaron Notary
t is ES Personally Known to Me or
Produced ID NTA_ Type of ID
4-
Signature ofContractor/Agent Date
VISHAAL S GUPTA__:,
Prin rl nt's Name
Signature of o S .1ry-State ofFlorida-peff-o-wi Date
Anthony
OF .. N P = GOMMIWon i GG149722October232021Expires: 0nded IhM AOTOA NO"
Co Agent is YES Personally Known to Me or
Produced ID N/A Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: BuildingO ElectricalEl MechanicaIF] PlumbingE] Gasn Roof[] Construction
Type: Occupancy Use: Flood Zone: Total
Sq Ft of Bldg: Min. Occupancy Load: H of Stories: New
Construction: Electric - # of Amps Plumbing - # of Fixtures Fire
Sprinkler Permit: Yes n NoE] # of Heads Fire Alarm Permit. Yes F] No F] APPROVALS:
ZONING: UTILITIES: WW\ qJ11 If WASTE WATER: ENGINEERING:
FIRE: BUILDING: COMMENTS:
Revised:
January 1, 2018 Permit Application
CITY OF
S., NFO
PLANNING & DEVELOPMENT
SERVICES DEPARTMENT
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 2669 Flicker cove
Property Owner: Park Square Enterprises, LLC
Parcel identification Number: 17-20-31-502-0000-1190
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)
t\ u',<... c1 \: , > "t w .t"t £ \\ w.,:.n e wit „ \ >;. ;` s uyt ., IC;;, t sKw ... ; is}, \, y 2•.;, t
Flood Zone: X Base Flood Elevation: N/A Datum: N/A
FIRM Panel Number: 120294 009O F Map Date: Sept. 28, 2007
The referenced Flood Insurance Rate Map indicates the following:
El The parcel is in the: floodplain floodway
A portion of the parcel is in the: floodplain floodway
The parcel is not in the: W 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 `A', the best available information used to
determine the base flood elevation is:
BP# 18-3489
Reviewed by: Michael Cash, CFM Date: August 21, 2018
0TY OF Application for Right -of -Way
Utilization Permit
PLANNING & 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 ofthis 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 INFORMATION
Project Location/Address: RL"269_ 1
Aerial Installation El Directional Bore Jack & Bore
Underground Utilities U Roadway open cut -single lane 0 Roadway open cut —multi lane
Small Cell/Wireless CLodocalion D New pole
Other (describe):
Brief Description of Work: DRIVEWAY FOR NEW SINGLE FAMILY HOME
WYNDHAM PRESERVE LOT # J_LCJ_
Schedule of Work: Start Date: Completion Date:
0 Emergency Repairs - Reason:
Excavation Information: Total Length (Feet) # Open Roadway Cuts:
Aerial Info: Length (Feet) # of Poles (Existing) (New)
This Application is submitted by:
Signature: Print Name: VISHAAL S GUPTA
Firm/Company: VISHAAL S GUPTA - PARK SQUARE HOMES Date:
Address: 5200 Vineland Rd., STE100, 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, c ost, 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:
I have read and understand the above statement and by signing this application I agree to its terms.
Signature: D.
I Official Use Only
Application No: Fee: Date:
Reviewed:
Public Works
Utilities
Engineering vv! 4
Inspected By:
Conditions*:
Date:
Date:
Date: e.,, 1261 P)
Date:
SCPA Parcel View: 17-20-31-502-0000-1190 http://parceldetaii.scpafl.org(ParcelDetaillnfo.aspx?PID=1720315020...
50 Parcel: 17-20-31-502-0000-1190
1.
1014*14=A Property Address: 2669 FLICKER CV SANFORD, FL 32773
Parcel Information Value Summary
Parcel 17-20-31-502-0000-1190 2018 Working 2017 Certified
Values Values
Owner(s) PARK SQUARE ENTERPRISES LLC
Valuation Method CostfMarket Cost/Market
Property Address 2669 FLICKER CV SANFORD, FL 32773 Number of Buildings 0 0
Mailing 5200 VINELAND RD STE 200 ORLANDO, FL 32811-7658 Depreciated Bldg Value
Subdivision Name ffibQ VE Depreciated EXFT Value
Tax District Sl-SANFORD Land Value (Market) $45,000 14,000
DORUse Code 00-VACANT RESIDENTIAL Land Value Ag Exemptions
45,000 14,000 Iyl,
t'll""I'llkl..,.'ll'I Portability Adj 6(+
40 il 40 11 42M Save Our Homes Adj $0 0 Amendment
I Adj $0 0 P&
G Adj $0 0 116
117 11010 1 1 q Assessed Value $45,000 14,000 J.
Tax Amount without SOH: $266.58 0
ZQjZj"_5ffl_AmguM $266.58 Save
Our Homes Savings: $0.00 60
1 40 40 i 40 Does NOT INCLUDE Non Ad Valorem Assessments Legal
Description LOT
119 WYNDHAM
PRESERVE PB
81 PGS 93-102 Taxes
Taxing
Authority Assessment Value Exempt Values Taxable Value County
General Fund 45,000 $0 Schools
45,000 $0 City
Sanford 45,000 $0 SJWM(
Saint Johns Water Management) 45,000 $0 County
Bonds 45,000 $0 Sales
Description
Date Book Page Amount Qualified Vactimp SPECIAL
WARRANTY DEED 611 t2018 Q214,$ 0485 1,032,000 No Vacant Find
Comparable Sales Land
Method
Frontage Depth Units Units Price Land Value LOT
0.00 0,00 1 45,000.00 Building
Information Permits
Permit #
Description Agency Amount CO Date Permit Date No
Permits 45,
000 45,
000 45,
000 45,
000 45,
000 45,
000 I
of 2 8/9/2018, 12:17 PM
SCPA Parcel View: 17-20-31-502-0000-1190 hap://parceldetail. scpafforg/ParcelDetai IInfo, aspx?Pl D= 17203 15020.
permitdata dons rotmiginsk, trw thelleminols, county Nons"YAppraiser'soft*. ANdetellsorquattlMsconcerning4permit, pleasecontact " building department of the taxdistrict Inwhichins PrOnsrty is k"t*d
Extra Features
Description Year Built Units Value New Cost
No Extra Features
2 of 2 8/9/2018, 12:17 PM
LIMITED POWER OF ATTORNEY
DATE: —Sl 0.
HEREBY NAME AND APPOINT:
EACH ANAGENT OF: PARK SQUARE HOMES TOBEMYLAWFUL
ATTORNEY |NFACT T0ACT FOR MEAND APPLY TO THE BUILDING DEPARTMENT OF: 4sc'
r\-L FORA BUILDING PERMIT FOR WORK
T0BEPERFORMED AT LOT NUMBER: SUBDIVISION: AND T0SIGN MYNAME
AND DOALL
THINGS
THAT ARE NECESSARY TO THIS APPOINTMENT. NAME OF CONTEAQTQR,) z4 SIGNATURE OF
CQNTRA TQR.) CONTRAQTOR'
5 STATE REgISTRATION
NUMBER.)
The foregoing instrument wa
cknowl dged before me this
DATE: <::Cto .s BY: Who is personally known tomwand
did not take
an oath. STATE OFFLORIDA COUNTY OFORANGE. V wxwE:o.Oum wn"-' pn—'
My Commission #
rp2081UV ° ^00p — My
Commission Exniren6/27/1V
REQUIRED INSPECTION SEQUENCE
PARK SQUARE HOMES SFR-DETACHED
Permit #
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 Frame
60 Insulation Rough In
70 Drywall / Sheetrock
40 70 Lath Inspection
50 1000 Final Roof
50 1000 Final Stucco / Siding
80 1000 Insulation Final
1000 Final Single Family Residence
Address:
ELECTRICAL.PERMIT: . ,
Min Max Ins ection Description
10 Underground Electric
10 Footer / Slab Steel Bond
20 30 Temporary Underground Power (TUG)
30 Electric Rough
1000 Electric Final
P i M+BIIy: P +.. .
Min Max Ins ection Description
10 Plumbing Underground
20 Plumbing Tubset
10 1000 Plumbing Sewer
1000 Plumbing Final
MEiCHANICAL PERMIT'
Min Max Inspection Description
10 Mechanical Rough
1000 Mechanical Final
REVISED: June 2014
FORM R405-2017
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTIOK
Florida Department of Business and Professional Regulation - Residential Performance Method
1EMOM
Project Name: Lot 119 Barcelona A LHG DDOffice - N Builder Name: One Stop Cooling and Heating
Street: "i -rIkC_c4r C C_ Permit Office: City of Sanford
City, State, Zip: Sanford , FL Permit Number: 1108Owner: Park Square Homes Jurisdiction:
Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2
1 New construction or existing New (From Plans) 9, Wall Types (2921,0 sqft,) Insulation Area
2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=1 1.0 1521.00 ft2
b. Concrete Block - Int Insul, Exterior R=4,1 1194.70 112
3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=1 1,0 205,33 ft2
4. Number of Bedrooms 3 d, NiA R= ft2
5. Is this a worst case? No 10. Ceiling Types (1473,0 sqft.) Insulation Area
a, Under Attic (Vented) R=30.0 1473,00 ft2
6. Conditioned floor area above grade (112) 2413 b, N/A R= ft2
Conditioned floor area below grade 0 c, N/A R= ft2
11. Ducts R ft2
7. Windows(304,0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AK 2nd Floor 6 482.6
a. U-Factor: DbL U=0.55 195.00 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 45.00 ft2
SHGC: SHGC=0,25 13. Heating systems kBtu/hr Efficiency
d, U-Factor: N/A ft2 a. Electric Heat Pump 45,5 HSPF:9M
SHGC:
Area Weighted Average Overhang Depth: 2.425 ft.
Area Weighted Average SHGC: 0,231 14, Hot water systems
a. Electric Cap: 50 gallons8. Floor Types (2413.0 sqft.) Insulation Area EF: 0.900
a. Slab -On -Grade Edge Insulation R=0.0 1 186.00 ft2 b. Conservation features
b, Floor Over Other Space R=0.0 940,00 ft-' None
c. other (see details) R= 287,00 ft2 15. Credits Pstat
Glass/Floor Area: 0.126
Total Proposed Modified Loads: 69.83 PASSTotalBaselineLoads: 71.99
1 hereby certify that the plans and specifications covered by Review of the plans and CAE $ TA
this calculation are in compliance with the Florida Energy specifications covered by this
Code. D,a,taily s.gned byRafaoRafaellzquierdot,q-U'e'do
calculation indicates compliance
Florida Energy Code,
Fr,i
Date: z018,08,01 17 MAI 04'00' with the
PREPARED BY: Before construction is completed
DATE: this building will be inspected for
compliance with Section 553.9108
I hereby certify that this building, as de in c piiance Florida Statutes,
EnewiththeFlorida
OWNER/A1 BUILDING OFFICIAL:
DATE: 11 DATE:
Compliance requires certification by the air handier unit manufacturer that the air handier enclosure qualifies as
certified factory -sealed in accordance with R403.3.2.1.
Compliance requires an Air 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 ANSURESNEVICC 380, is not greater than 0.030 On for whole house,
8/1/2018 5:05 PM EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5
FORM R405-2017
PROJECT
Title: Lot 119 Barcelona A LHG DD Bedrooms: 3 Address Type: Street Address
Building Type: User Conditioned Area: 2413 Lot # 119
Owner Name: Park Square Homes Total Stories: 2 Block/Subdivision: WP
of Units: 1 Worst Case: No PlatBook:
Builder Name: One Stop Cooling and Heatin Rotate Angle: 0 Street:
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 _INTLAR 41 91 70 75 526 44 Medium
BLOCKS
Number Name Area Volume
1 Blockl 2413 22072.8
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated
1 1 st Floor 1186 11029,8 Yes 1 Yes Yes Yes
2 2nd Floor 1227 11043 No 4 3 1 Yes Yes Yes
FLOORS
Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet
1 Raised Floor 2nd Floor ---- ---- 132 ft2 11 0.29 0 0.71
2 Floor over Garage 2nd Floor ---- ---- 155 ft2 11 0.29 0 0.71
3 Slab -On -Grade Edge Insulatio 1 st Floor 128 ft 0 1186 ft2 0.29 0 0.71
4 Floor Over Other Space 2nd Floor ---- ---- 940 ft2 0 0.29 0 0.71
ROOF
Roof Gable Roof Solar SA Emitt Emift Deck Pitch
Type Materials Area Area Color Absor, Tested Tested Insul. deg)
1 Hip Composition shingles 1647 ft2 Q ft2 Dark 0,9 N 0.9 No 0 26,6
ATTIC
If Type Ventilation Vent Ratio (1 in) Area RBS IRCC
1 Full attic Vented 300 1473 ft2 N N
8i1/2018 5:05 PM EnergyGauge@ USA - FlaRes2017 Section R405.4.1 Compliant Software Page, 2 of 5
FORM R405-2017
CEILING
Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Vented) 1 st Floor 30 Blown 1473 ft2 O'l Wood
WALLS
Adjacent Cavity Width Height Sheathing Framing Solar BelowSpaceBVatue___Fl dueR-VWue- Prn,
1 N Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0,8 0
2 N Exterior Concrete Block - Int Insul 1 st Floor 4,1 8 0 9 4 74,7 W 0 0 0.8 0
3 E Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft 0 0.25 0.8 0
4 E Exterior Concrete Block - Int Insul 1 st Floor 4,1 45 0 9 4 420.0 ft2 0 0 0.8
5 S Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 W 0 0.25 0.8 0
6 S Exterior Concrete Block - Int Insul 1st Floor 4,1 30 0 9 4 280,0 W 0 0 0.8 0
7 W Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft2 0 0.25 0,8 0
8 W Exterior Concrete Block - Int Insul 1st Floor 4,1 45 0 9 4 420,0 ft2 0 0 0.8 0
9 Garage Frame - Wood 1st Floor 11 22 0 9 4 205.3 W 0 0.25 0.8 0
DOORS
VOrnt 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 8 21,3 fV
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 15,0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None
2 n 1 Metal Low-E Double Yes 0,54 0.25 N 4,0 ft- 1 ft 0 in 1 ft 2 in Drapes/blinds None
3 n 1 Metal Low-E Double Yes 0.54 0.25 N 12.0 ft-' 1 ft 0 in 1 ft 2 in Drapes/blinds None
4 e 3 Metal Low-E Double Yes 0,55 0.22 IN 45.0 ft' 1 ft 0 in 1 ft 2 in Drapes/blinds None
5 e 4 Metal Low-E Double Yes 0.55 0,22 N 45.0 ft' I ft 0 in 11 ft0in Drapes/blinds None
6 0 4 Metal Low-E Double Yes 0,54 0.25 N 4.0 ft2 1 ft 0 in 11 ft 0 in Drapes/blinds None
7 s 5 Metal Low-E Double Yes 0.55 0.22 N 30,0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None
8 s 6 Metal Low-E Double Yes 0,55 0,22 N 30.0 ft2 1 ft 0 in I It 4 in Drapes/blinds None
9 s 6 Metal Low-E Double Yes 0.58 0.25 N 64.0 ft2 7 ft 4 in 1 ft 4 in None None
10 W 7 Metal Low-E Double Yes 0,55 0.22 N 15,0 W 1 ft 0 in 1 ft 2 in Drapesiblinds None
11 w 7 Metal Low-E Double Yes 0.54 0.25 N 6,0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None
12 w 7 Metal Low-E Double Yes 0.54 0,25 N 15.0 ft-' 1 ft 0 in 1 ft 2 in Drapes/blinds None
13 w 8 Metal Low-E Double Yes 0.55 0.22 N 15.0 W 1 ft0in 11 ft0in Drapes/blinds None
14 W 8 Metal Low-E Double Yes 0,54 0.25 N 4.0 ft' 8 ft 0 in 1 ft 4 in Drapes/blinds None
8/1/2018 5:05 PM EnergyGaugeO USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5
GARAGE
1
Floor Area Ceiling Area
455 ft-' 455 ft2
Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
64 It 9.3 ft
INFILTRATION
Scope
1 Wholehouse
Method
Proposed ACH(50)
SLA
000407
CFM 50 ELA EqLA ACH ACH 50
2575.2 141,37 265.87 .3657 7
HEATING SYSTEM
1
System Type
Electric Heat Pump/
Subtype
Split
Efficiency Capacity Block
HSPF:9 45.5 kBtu/hr 1
Ducts
sys#1
COOLING SYSTEM
1
System Type
Central Unit/
Subtype
Split
Efficiency Capacity Air Flow SHR Block
SEER: 16 47 kBtu/hr 1410 cfm 0,75 1
Ducts
sys#1
HOT WATER SYSTEM
System
1
Type SubType
Electric None
Location
Garage
EF-__ Cap Use SetPn_t Conservation
0,9 50 gal 60 gal 120 deg None
SOLAR HOT WATER SYSTEM
FSEC
Cert # Company Name
None None
Collector Storage
System Model # Collector Model # Area Volume
ft2
FEF
DUCTS
1
Supply ----
Location R-Value Area
Attic 6 482.6 ft
Return ---- Air CFM 25 CFM25
Location Area Leakage Type Handler TOT OUT ON RLF
Attic 120,65 Prop, Leak Free 2nd Floor --- cfm 72A cfm 0,03 0.50
HVAC #
Heat Cool
1 1
8i1/2018 5:05 PM EnergyGaugeO USA - FlaRes2017 Section R405.4,1 Compliant Software Page 4 of 5
1-UHM H40,'.)-2UI /
TEMPERATURES
Programable Thermostat: Y Ceiling Fans:
Cooling Jan Feb Mar rApr May Jun Jul Au9 SopOctOc Nov Dec
Heating Jan Feb MarH Xj A I May Xj Jun JuXl AugXl SepI Xj 0 't Nov Dec
Venting Jan Feb Mar Apr May Jun Jul Aug Sep Oct XX 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
8/1/2018 5:05 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, PrescriEtive and ERI Methods
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 R402.4,11 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/RESNETIICC 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 (17). 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 now 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 Usllm2), when tested according to NFRC 400 or
AAMA/ WDIVIA/CSA 101/1.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 R 1006 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 Pal 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.
R403.3.21 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 Pat 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 1C)
or below 55°F (1 31C) 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 bond 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 1 00'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,
R403.6,11 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,
Z 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-1 1 and the ceiling shall be insulated to a minimum of R-1 9. space permitting, or R-1 0
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 aAIRFLOW
CFM/WATT)
RATE MAXIMUN
CFM)
Range hoods Any 2.8 cfmiwatt Any
In -line fan Any 2.8 cfm/watt Any
Bathroom, utility room 10 1.4 cfm/watt 90
FBathroom, utility room 90 2.8 cfm/watt Any
For Si; 1 cfm = 28.3 Umin. a. When tested in accordance with HVI Standard 916
8/1i2018 5:05 PM EnergyGaugeO 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.
R403.7.1Z1 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.
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 $now 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 (1 01C), and no
precipitation is failing 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.
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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 (Mandatory)he energy consumption of electric -powered portable spas shall be controlled by the
requirements of APSP-14,
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.
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FORM R405-2017
ENERGY PERFORMANCE LEVEL (EPL.)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 97
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:
Sanford, FL,
New (From Plans) 9. Wall Types Insulation Area
Single-family a. Frame - Wood, Exterior R=1 1,0 1521.00 ft2
b. Concrete Block - Int Insul, Exterior R=41 1194,70 ft2
c, Frame - Wood, Adjacent R=1 1.0 205.33 ft2
3 cl, N/A R= ft2
10, Ceiling Types Insulation AreaNoa. Under Attic (Vented) R=30,0 1473,00 ftz'
2413 b. N/A R= ft2
Area c, N/A R= ft2
195.00 ft2 11. Ducts R ft2
a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 482,6
64.00 ft2
12. Cooling systems kBtu/hr Efficiency
45,00 ft2 a. Central Unit 47.0 SEER:16.00
8, Floor Types Insulation
a. Slab -On -Grade Edge Insulation R=0,0
b, Floor Over Other Space R=0,0
c. other (see details) R=
ft2
13. Heating systems
a. Electric Heat Pump2.425 ft.
0.231
Area 14, Hot water systems
1186,00 ft2 a. Electric
940.00 W
287.00 ft2 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 f2eaatur1es--.---- ......
ri
Builder Signature. Date: q/13
kBtu/hr Efficiency
45.5 HSPF:9,00
Cap: 50 gallons
EF: 0.9
Pstat
0
PP
Address of New Home:",\pkW City/FL Zip:", i1I 'Im4
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 R3031.3 of the Florida Building Code, Energy Conservation, if not DEFAULT,
8/1/2018 5:05 PM EnergyGauge@ USA - FlaRes2017 - Section R405,41 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 119 Barcelona A LHG DDOffice - N Builder Name: One Stop Cooling and Heating
Street: 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.
The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffitCeiling/attic the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier.
Access openings, drop down stairs or knee wall doors to
unconditioned attic spaces 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 alionment with the air barrier.
Windows, skylights The space between window/door iambs 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
cavities shall be filled by insulation that onNarrowcavitiesinstallationreadilyconformstotheavailable cavity
spaces.
Garage separation Air sealing shall be provided between the garage and conditioned spa s.
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 airtight 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
onannrl hi-hlpd p*piog 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,5ndpElgr QovPE Qi@tg5 and AIM15 gL QQllino.5
a. In addition, inspection of log walls shall be in accordance with the provisions of luu-400,
8/1/2018 5:05 PM EnergyGauge(& USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1
Project Summary Job: Lot 119 Barcelona A LHG
wrightsofti, Date: 04/05/2018
Entire House By: LF/LM/MC
One Stop Cooling and Heating Plan: RHG
7225 Sardscove Court, Winter Park, FL32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web www.OreStopCoolirg.com Licerse, CAG032444
JProlectInformationI
For: Park Square Homes
FL
Notes:
Desian Information
Weather: Orlando Executive AP, FL, US
Winter Design Conditions Summer Design Conditions
Outside db 44 IF Outside db 93 IF
Inside db 68 OF Inside db 74 IF
Design TD 24 IF Design TD 19 OF
Daily range L
Relative humidity 50
Moisture difference 46 gr/lb
Heating Summary Sensible Cooling Equipment Load Sizing
Structure 20669 Btuh Structure 21680 Btuh
Ducts 3299 Btuh Ducts 11233 Btuh
Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh
none) none)
Humidification 0 Btuh Bower 0 Btuh
Piping 0 Btuh
Equipment load 23968 Btuh Use manufacturer's data n
Rate/swing multiplier 0.98
Infiltration Equipmentsensibleload 32123 Btuh
Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage
Fireplaces 0 Structure 3499 Btuh
Ducts 2317 Btuh
Central vent (0 cfm) 0 Btuh
Heating CoolN none)
Area (ft2) 251 251 Equipment latent load 5816 Btuh
Volume(ft3) 22991 22991
Air chanves/hour OA1 0,21 Equipment Total Load (Sen+Lat) 37939 Btuh
Equiv. A F (cfm) 157 80 Req. total capacity at 0.75 SHR 3.6 ton
Heating Equipment Summary Cooling Equipment Summary
Make Trane Make Trane
Trade TRANE Trade TRANE
Model 4TWR6048H1 Cond 4TWR6048HI
AHRI ref 7563627 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 @ 47°F Latent cooling 11750 Btuh
Temperature rise 0 OF Total cooling 47000 Btuh
Actual air flow 0 cfm Actual air flow 1567 cfm
Air flow factor 0 cfm/Btuh Air flow factor 0,048 cfm/Btuh
Static pressure 0.50 in H2O Static pressure 0.50 in H2O
Space thermostat Load sensible heat ratio 0.85
Capacity balance point = 28 OF
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
tplltnckft- 2018-Aug-01 IT01:36
Right-S0te8Unversa12018 18,0,19RSU16202 Page 1
L Tornp\Lot 119 Barcelona A LHG ODOffice - N,ruo Calc - W8 Frort Door faces: N
Af. F wrightsoft, Right-JOWorksheet
Entire House
One Stop Cooling and Heating
7225 Sandscove Cool. Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Wet) wwwOr-eStopCooliM.comLicense CAC032444
Job: Lot 119 Barcelona A LHG DD...
Date: 0410512018
By: LFLM/MC
Plan: RHG
1 Room name Entire House FOY
2 EVosed wall 297.0 it 17,5 ft
3 Room height 9,1 It d 9.3 ft heat/bDol
4 Room dimensions 1,0 x 169.0 ft
5 Room area 2514,5 fF 169.0 fF
Ty Construction U-value Or HTM Area (111) Load Area (11F) Load
number BajhM-',F) Blu"R)
H.t
or ponmeter (ft) Btuh) or perimeter (ft) Btuh)
C-1 Gross NFS Heat Coot Gross NFIS Heat Cool
6 125-09N 0.097 n 2.31 2.89 270 239 552 690 0 0 0 0
4A5-tom 0.550 n 13.09 13.51 15 0 196 203 0 0 0 0G
G 4B5-2fm 0,540 n 12,85 13.78 4 0 51 55 0 0 0 0
4B5-2fm 0540 n 12.85 1378 12 0 154 165 0 0 0 0G
wL—D11 13A-4ocs 0,143 n 3.40 3.00 74 50 172 151 74 50 172 151
11DO 0,390 n 9281 12.54 24 24 223 301 24 24 223 301
t—G
12B4Osw 0,097 e 2,31 2.89 491 446 1028 1286 0 0 0 0
4A5-tom 0.550 e 13,09 27.55 45 0 589 1240 0 0 0 0
13A-flocs 0*143 e 3,401 3.00 419 370 1258 1107 0 0 0 0
L—GT 4A5-2orn 0550 e 13.09 2T55 45 0 589 1240 0 0 0 0
4135,2frn 0.540 e 12.85 29,73 4 0 51 119 0 0 0 0G
t—G
12B-09N 0097 s 231 2,89 270 240 554 693 0 0 0 0
4A5-2om 0"550 s 13,09 13,70 30 25 393 411 0 0 0 0
13A-4ocs 0,143 s 3.40 3,00 279 185 630 554 0 0 0 0
4A5-2om 0.550 s 13.09 13.72 30 25 393 412 0 0 0 0
4A5-2omd 0.580 s 13.80 16,02 64 64 883 1025 0 0 0 0
12B-09N 0.097 w 2,31 2,89 491 455 1049 1312 0 0 0 0
4A5-2om 0.550 w 13.09 2T55 15 0 196 413 0 0 0 0
485-2fm 0,540 w 12.85 29,73 6 0 77 178 0 0 0 0
4B5-2hn 0.540 w 12.85 29.73 15 0 193 446 0 0 0 0
w 13A-4ocs
2om
0.143
0,550
w
w
140
13-09
3,00
27,55
419
15
4()0
0
1360
196
1197
413
88
15
73
0
250
1 %
220
413Ef4A5- GG 4B5-2fm 0.540 w 12.85 13.78 4 4 51 55 0 0 0 0
I— 12C-OsN 0'091 217 1,57 205 183 397 288 0 0 0 0
D 11DO 0.390 n 928 1254 21 21 198 267 0 0 0 0
C 168-30ad 0.032 016 1.78 1488 1488 1133 2650 0 0 0 0
F 19A-Obscp 0295 264 2,06 132 132 348 272 0 0 0 0
F 19C-19cs(p 0.049 0,40 0,32 154 154 62 49 0 0 0 0
F 22A-cpm 1,180 28,08 0,00 1202 128 3595 0 169 18 491 0
6 c) AED excursion 01 122
Envelope lowgain 16572 171911 1332 1207
12 a) Infiltration 4096 1640 246 98
b) Room ventilation 0 0 0 0
13, h*rnaJ gains: Occupants @ 230 5 1150 0 0
Appliancestother 1700 0
Subtotal (lines 6to 13) 20669 21680 1578 1305
Lesse)dernaf load 0 0 0 0
Less transfer 0 0 0 0
Redislt*ibution 0 0 1578 1305
14 Subtotal 20669 21680 0 0
15 Duct loads 1 16%1 52%j 3299 11233 16% 52% 0 0
Total room load 1 23968 32913
Air required (dm) 0 1567
Calculations ag2roved by ACCA to meet all Muirements of Manual J 8th Ed.
wR ihto1>G 2018-Aug-01 17:01:36
A—Z Right-Sute(ft) Universal 2018 18,019 RSU1 6202 Page 1
L TernpUt 119 Barcelona A LHG DDOffice - N.rw Gaic -1418 Front Door faces: N
d 177 wrightsoft, Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sandscove Court, Winter Park, FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCooling, corn License: CAC032444
Job: Lot 119 Barcelona A LHG DD-
Date: 04/05/2018
Bg LF/LM/MC
P an: RHG
1 Room name LOFT DIN
2 Exposed Yvall 16.0 it 345 It
3 Room height 9.0 ft heaLbool 93 If heaVowl
4 Room dimensions 1,0 x 287,8 It 14D x 13.0 If
5 Room area 287,8 IF 182.0 W
Ty Construction U-value Or HTM Area (111) Load Area (fir) Load
number Mh/W-°F) Btjw) or perimeter (it) Btjh) or perimeter (it) Btuh)
Heat cool Gross N/R'S Heat j Cool Gross N/P/S Heat Cool
6 12110sv U97 n 2,31 2.89 0 0 0 0 0 0 0 0
G 4A5-2orn 0,550 n 13,09 13Z1 0 0 0 0 0 0 0 0
4135-2(m 0,540 n 12.85 13.78 0 0 0 0 0 0 0 0
4135-2fint 0,540 n 12,85 13.78 0 0 0 0 0 0 0 0
11 V?l3.4013A-4ocs 0.143 n 3 3,00 0 0 0 0 0 0 0 0
D
t-G
I IDO
12B-09N
0.390
0.097
n
e
928
2131
12,54
2,89
0
126
0
ill
0
256
0
320
0
0
0
0
0
0
0
0
4A5-tom 0,550 e 13.09 27.55 15 0 196 413 0 0 0 0
13A-flocs 0,143 e 3.40 3.00 0 0 0 0 70 70 237 209T:--2 4A5-tom 0.550 e 13.09 27.55 0 0 0 0 0 0 0 0
485-21im
12B-Osov
0,540
0.097
e
s
12.85
231
29.73
M9
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0t-0 4A5-2om 0,550 s 13.09 13.70 0 0 0 0 0 0 0 0
13A-flocs 0,143 s 3.40 3,00 0 0 0 0 130 100 341 300
4A5-2orn 0.550 s 13.09 13,72 0 0 0 0 30 25 393 412
4A5-2omd 0.580 s 13.80 16,02 0 0 0 0 0 0 0 0
12B-Osw 0,097 w 231 2,89 18 18 42 52 0 0 0 0
4A5-2om 0,550 w 13D9 27,55 0 0 0 0 0 0 0 0G
43 4B5-2fm
485-2fm
13A-4ocs
4A5-2om
0,540
0.540
0,143
0.550
w
w
w
w
lZ85
12,85
3,40
3,09
29,73
29.73
3.00
27,55
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
121
0
0
0
121
0
0
0
411
0
0
0
362
0
G
w
EGG 4B5-21m 0-540 w 12.85 13,78 0 0 0 0 0 0 0 0
FL-D
12C-O-,zkv 0.091 2.17 1.57 0 0 0 0 0 0 0 0
11D0 0.390 n 928 1254 0 0 0 0 0 0 0 0
G 16&30ad 0,032 016 178 298 288 219 512 176 176 134 313
F 19A-Obscp 0.295 2,64 2.06 0 0 0 0 0 0 0 0
F lgc-lgcscp 0.049 0.40 032 0 0 0 0 0 0 0 0
F 22A-cpm 1180 28.08 0.00 0 0 0 0 182 35 9 0
6 c) AED exoursion 24 66
Envelope lossIgain 713 1322 2485 1529
12 a) Infiltration 218 87 485 194
b) Room ventilation 0 0 0 0
13 Internal gains: Oompants @ 230 0 0 01 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 931 14()9 29701 1723
Loss external load 0 0 0 0
Lesstransfer
Redistribution
0
141
0
289
0
0
0
0
14 Subtotal 1072 1697 2970 1723
15 Ductloads 16% 521% 171 879 161/6 521% 474 893
Total room load 12431 2577 3444 2616
Air required (cfm) 1 0 1231 0 125
14- - 7
Calculationsulabons aeEoved byACCAto meet all uirementsof Manual J 8th Ed.
2018-Aug-01 101 :36 Right-SuiteO Universal 2018 18,019 RSUl 6202 Paget LTemP\Lot 119 Barcelona A LHG DDOMee - N.rub Calc = " From Door faces: N
11'.. 77 wrightsoft, Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Coat, Winter Park, FU 32792 PfY)m (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolir-goom Licerse: CAC032444
Job: Lot 119 Barcelona A LHG DD-
Date: 04/05/2018
By: LF/LM/MC
Plan: RHG
I Room name GATH KIT
2 Eposed wall 32.0 It 115 ft
3 Room height 9.3 It heat/cool 9.3 it heat/cool
4
5
Room dimensions
Room area
1'0 x 288,8 It
288,8 it'
13.5 x 11.5 ft
1553 ft"
Ty Construction
number
U-value
Bluh/ft2-F)
a HTM
Stuhto
Area (1111)
or perimeter (ft)
Load
h)
Area (fps)
or perimeter (4)
Load
Btuh)
Heat Cool Gross N/P/S Heat I Cool Gross NIPfS Heat cool
6 121B-0sw
4A5-tom
4E5r2fm
0097
0,550
W
n
n
n
2.31
13.09
12,85
2,89
13,51
1378
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1 W
4135-21rn
1-40C. 3DAO
0,540
0,143
n
n
12.85
3.40;
13.78
3,00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
L 71
1213-0sw
0,390
U97
n
e
9,28 1
231
12.54
2.89
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
D
t-(3 4A5-tom 0,550 e 13,09 2755 0 0 0 0 0 0 0 0
13A-4oc5
4A5-tom
0.143
0.550
e
e
3.40
13.09
3,00
27.55
149
30
119
0
404
393
356
827
0
0
0
0
0
0
0
0
t-0
485-2fm
12B-Osw
4A5-tom
0.540
0,097
0.550
e
s
s
12.85
231
13.09
29.73
2.89
13,70
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
13A-flocs
4A5-tom
0,143
0,550
s
s
3.40
13.09
3.00
13,72
149
0
85
0
289
0
254
0
0
0
0
0
0
0
0
0
6 4A5-2omd
12B-OsN
4A5-tom
0,580
0,097
0.550
s
w
w
13.80
231
13.09
16,02
2,89
27,55
64
0
0
64
0
0
883
0
0
1025
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5-2fm
485-2frn
13A-flocs
0540
0540
0.143
w
w
w
12.85
12,85
3.40
2913
29.73
3,00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
107
0
0
107
0
0
364
0
0
320
4A5-tom
4B5-2frn
0,550
0.540
w
w
13D9
12.85
27-95
1318
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
12C-Osw 0,091 2,17 1,57 0 Q 0 0 0 0 0 0T-D 11DO
1613-30ad
0.390
0.032
n 928
0.76
12.54
1.78
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0C
F 19A-Obscp 0,295 2,64 2.06 0 0 0 0 0 0 0 0
F I9C - Iqcscp 0.049 0.40 0.32 0 0 0 0 0 0 0 0
F 22A-cpm 1,180 28,08 0,00 289 32 899 0 155 12 323 0
6 c) AED excursion 107 64
Envelope loss gain 2868 2355 687 256
12 a) Infiltration 450 180 162 65
b) Room ventilation 0 0 0 0
13 Internal gains: 0-4-ts @ 230 0 0 0 0
Appliances/other 0 1200
Subtotal (lines 6 to 13) 3317 2535 849 1521
Less external load 0 0 0 0
Lesstransfer 0 0 0 0
Redistributton 500 364 427 186
14 Subtotal 3817 2899 1275 1707
15 Duct loads 16% 1 52*/.l 609 1502 16% 521] 204 884
Total room load 4427 440KAirrequired (rim)0m)
I
Calculabons approved by ACCA to meet all Muirements of Manual J ft Ed.
2018-Aug-01 17:01:36
Right-SureOUniversaI2018 18,0,19RSU16202 Page 3
L. leapUt 119 Barcelona A LHO DDOffice - N.rL;) Calc - MJ8 Front Door faces: N
al I9w wrightsoft, Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 SardsoGve Cout, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web www-OreStopCooliMcorn Ucerse, CAC032444
Job: Lot 119 Barcelona A LHG DID
Date: 04/05/2018
By-. LF/LM/MC
Kan: RHG
1 Room name OFFICE WIC
2 Exposed wall 105 ft 5.0 ft
3 Room height 93 It heavow 93 It heaVcool
4
5
Room dimensions
Room area
11'0 x 10.5 It
115,5 W
5.0 x 5,0 ft
25.0 IF
Ty Construction U-Value or HTM Area (w) Load Area (w) Load
number BtLjW--F) BUNW) or perimeter (ft) Bluh) or perimeter (ft) Btuh)
Heat Cool Goss N/P,,,S Heat Cool CrossN(PiS Heat Cool 6
12B-Osw 0.097 n Z31 2,89 0 0 0 0 0 0 0 0 G
4A5-tom 4135-
2fmi 0,
5500,
540n
n
13.
09 12.
85 13.
51 13,
78 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4135-
2fm 0,540n 12,85 1378 0 0 0 0 0 0 0 0 w
1113A-4ccs 0143 n 3-40 3,00 0 0 0 0 0 0 0 0 I-D w
L-G 11DO
126-
0sv 0.
3900.
097n
e
9.
28 2.
31 12,
54 2.
89 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-
2o. 0.550e 1109 27,55 0 0 0 0 0 0 0 0 1:::
13A-flocs G
4A5-2om 0.
143 0.
550e
e
3,
40 13,
09 3,
00 27,
55 98
15
83
0
281
196
248
413
47
0
47
0
158
0
139
0
G
4135-2frn 0.540e 12.85 29,73 0 0 0 0 0 0 0 0 t-
G 1213-
Osw 0.097s 231 2,89 0 0 0 0 0 0 0 0 4A5-
2onn OZ50 s 1109 13.70 0 0 0 0 0 0 0 0 13A
4ocs 0,143 s 3.40 3.00 0 0 0 0 0 0 0 0 4A5-
2orn 0.550s 13.09 13.72 0 0 0 0 0 0 0 0 4A5-
2omd 0.580 s 13.80 16,02 0 0 0 0 0 0 0 0 0 '
097 w 231 2 ' 89 0 0 0 0 0 0 0 0 4A5-
2om 0550 w U09 2755 0 0 0 0 0 0 0 0 TE121109N
4135-
2frn 0.540w 12.85 29.73 0 0 0 0 0 0 0 0 4135-
2frn 13A-
floes 4A5-
2om 0.
540 0143
0.
550 w
w
w
12.
85 3,
40 3,
09 29.
73 3,
00 2755
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
G
E- G 4B5-2fm 0.540 w 112.85 13.78 0 0 0 0 0 0 0 0 IIL-
D 12C-
Osw 0.091 217 1.57 0 0 0 0 0 0 0 0 1
DO 0.390 n 928 12.54 0 0 0 0 0 0 0 0 C
1613-30ad 0.032 0.76 1,78 0 0 0 0 0 0 0 0 F
19A-Obscp 0,295 2-642.06 0 0 0 0 0 0 0 0 F
19C-19CST 0.049 0,40 0.32 0 0 0 0 0 0 0 0 F
22A-cpm 1,180 28.08ODD 116 11 295 0 25 5 140 0 6
c) AED excursion 41 7 Envelope
loss/gain 773 702 299 133 12
a) Infiltration 148 59 70 28 b)
Room ventilation 0 0 0 0 13
Internal gains: Oocupanis@ 230 1 2301 0 0 Appliances/
other 0 1 01 subtotal (
lines 6 On 13) 920 9911 369 161 Less
e)Mrnal load 0 0 0 0 Less
transfer0 0 0 0 Redistribution
373 309 0 0 14
subtotal 1293 1300 369 161 15
Duct loads 161
52/.
1 206 674 16% 521/. 591 83 Tolal
room bad 1500 1973 42 244 Air
required (ctm) 01 94 0 12 Calculations
approved byACCAto meet all requirements of Manual J 8th Ed. Rigtt-
SuteOUriverSal2Ol8l8,0.19RSU16202 2018-Aug-01 17:01:36 Page
4 L
Temptot 119 Barcelona ALHO DDOffice - N,n.VCalc = 41J8 Froa Door taws: N
A.L. 7F wrightsoft' Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Court, Winter Park, FL 32792 Prone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OmStopCoolirg.com Ucerse: CAGO32444
Job: Lot 119 Barcelona A LIHG DD...
Date: 04/0512018
By: LFILM/MC
Plan: RIHG
1 Room name HALL STR1
2 Exposed veil 0 ft 7.5 ft
3 Room height 9.3 It healvbod 9.3 ft heatibbol
4 Room dimensions 1,0 x 44.0 it 1,0 x 68.0 ft
5 Room area 44,0 W 68,0 It,
Ty Construction
number
U-value
Btuf-&-,F)
Or HTM
13tuh/(l2)
Area (fly)
or penmeter (ft)
Load
Btjh)
Area (fF)
or perimeter (ft)
Load
Bbih)
7-1-11—tj Coal GrossGross N/P/S Heat Cool Gross N,,P/,S Heat cool
6 12B-0sw 0,097 n 2,31 2.89 0 0 0 0 0 0 0 G
4A5-tom 0.550 n 13,09 13,51 0 0 0 0 0 0 0 0
G 465-21m 0,540 n 12,85 1318 0 0 0 0 0 0 0 0
4135-2fm 0,540 n 12,85 1378 0 0 0 0 0 0 0 0
w11 13A-flocs 0.143 n 3,401 3,00 0 0 0 0 0 0 0 0I—D 11DO
12B-Osw
0.390
0,097
n
e
928
231
12,54
2,89
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
t--" 4A5-tom 0.550 e 1109 27,55 0 0 0 0 0 0 0 0
13A-4ocs 0,143 e 340 3.00 0 0 0 0 0 0 0 0
T--f2 4A5-2orn 0.550 e 13,09 27,55 0 0 0 0 0 0 0 0
465-2fm
12B-0svv
0540
0.097
e
s
12,85
2.31
29,73
2B9
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
t—G 4A5-2om 0550 S 13.09 13,70 0 0 0 0 0 0 0 0
13A-4ocs 0.143 s 3,40 100 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 13,09 1372 0 0 0 0 0 0 0 0
4A5-2omd 0.580 s 13,80 16,02 0 0 0 0 0 0 0 0
12B-09M
4A5-2orn
0.097
0,550
w
w
2,31
13.09
2.89
2755
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
465-2fm 0.540 w 12.85 29,73 0 0 0 0 0 0 0 0
4B5-2fm
13A-4ocs
0540
0.143
0.550
w
w
w
12.85
3,40
13,09
29.73
3.00
27,55
0
0
0
0
0
0
0
0
0
0
0
0
0
70
0
0
70
0
0
237
0
0
209
0
w
GE:4A5-2om
G 4B5-2fm 0.540 w 12,85 19.78 0 0 0 0 0 0 0 0
12C-0s,N 0,091 2.17 1,57 0 0 0 0 0 0 0 0q—D I1DO 0.390 n 928 12.54 0 0 0 0 0 0 0 0
C 16B-30ad 0,032 0,76 1,78 0 0 0 0 0 0 0 0
F 19A-Obscp 0295 2.64 2,06 0 0 0 0 0 0 0 0
F lgc-lgcsm 0.049 0.40 0.32 0 0 0 0 0 0 0 0
F 22A-cpm 1180 28.08 0,00 44 Q 0 0 68 8 211 0
6 c) AED excirsion 0 10
Envelope loss/gajrr 0 0 448 199
12 a) infiltration 0 0 105 42
b) Room ventilation 0 0 0 0
13 Internal gains: 0mipants @ 230 0 0 0 0
Applianoevother 0 0
Subtotal (lines 6 to 13) 0 0 553 241
Lessexternal load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 553 241
14 Subtotal 0 0 0 0
15 Ductloads 161] 52] 0 0 16 %1 52% 0 0
Total room load 0 0 0 0
Air required (cfm) 0 0 0 0
Calculabons aeeroved by ACCA to meet all Muirements of Manual J 8th Ed.
2018-Auj-01 17:01:36
Rigtt-S(iteSUriversal20l8l8,0,19RSU16202 Page 5
L Temp\Lot 119 Barcelona A LHG DDOffice - N.rw Calc - MJ8 Front Door faces: N
CL9- wrightsoft, Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Cbun, Winter Parts, H- 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web www.OreStopCooling.com Licerse: CAC032444
Job: Lot 119 Barcelona A LHG DD...
Date: 04/05/2018
B LF/LM/MC
Pfan: RHG
1 Room name 3TH1 LAUN
2 E>posed wall 6.0 it 3.5 it
3 Room height 9,3 It heaVa)ol 9.3 ft heaVbDol
4
5
Room dimensions
Room area
11,5 x 6.0 It
69,0 fF
1.0 x 85.5 ft
85.5 IF
Ty Construction U-Vajue Cr HTM Area 012) Load Area (fr) Load
number BtuW-+ Btuu or perimeter (ft) Btuh) or perimeter (ft) 131uh)
Heat Cool Gross N/P,,S Heat Cool Gross N/P/S Heat Cool
6
h126-
0sw 0.097 n 2 31 2.89 0 0 0 0 0 0 0 0
4A5-2orn 0.550 n 13,09 13,51 0 0 0 0 0 020 0 0
4B5-2fm 0,540 n 12,85 1378 0 0 0 0 0 0 0
485-21m 0.540 n 12.85 1378 0 0 0 0 0 0 0 0
w11 13A-4ocs 0,143 n 3.40 3.00 0 0 0 0 0 0 0 0L-D 11DO
1213-0%v
0.390
0,097
n
e
9,28
2.31
12.54
2.89
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0t-G 4A5-2orn 0,550 e 13.09 27.55 0 0 0 0 0 0 0
T--=2
13A-flocs 0,143 e 3.40 3.00 56 52 176 155 0 0 0 0
4A5-2om 0.550 e 13,09 27,55 0 0 01 0 0 0 0 0
t-G
4B5-2ftn
1213-Gsw
0.540
U97
e
s
12.85
231
29,73
2.89
4
0
0
0
51
0
119
0
0
0
0
0
0
0
0
0
4A5-2orn 0,550 S 13.09 13.70 0 0 0 0 0 0 0 0
13A-flocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0,550 5 13.09 1372 0 0 0 0 0 0 0 0
4A5-2omd 0,580 s 13.80 16,02 0 0 0 0 0 0 0 0
126-0sw 0.97 w 2,31 2.89 0 0 0 0 0 0 0 0
4A5-tom 0.550 w 13.09 2755 0 0 0 0 0 0 0 0
4135-21im
482tm 13A-
flocs 0,
540 0,
540 0.
143 w
w
w
12.
85 12,
85 3.
40 29,
73 29.
73 3.
00 0
0
0
0
0
0
0
0
0
0
0
0
0
0
33
0
0
29
0
0
97
0
0
86
w4A5-
2om 0550 w 13D9 27.55 0 0 0 0 0 0 0 0 4B5-
2ftn 0.540 w 12.85 13.78 0 0 0 0 4 4 51 55 FL12C-
Osw 0.091 2.17 1,57 107 107 232 168 98 76 165 120 D
1 IDO 0,390 n 928 1254 0 0 0 0 21 21 198 267 C
166-30ad 0.032 0,76 1.78 0 0 0 0 0 0 0 0 F
19A-Obs(p 0295 2.64 2.06 0 0 0 0 0 0 0 0 F
19C-19(ZT 0,049 0.40 0,32 0 0 0 0 0 0 0 0 F
22A-cpm 1,180 28.08 0,00 69 6 169 0 86 4 98 0 61
c) AED excursion 8 40 Envelops
lowipin 628 450 610 568 12
a) Infiltration 84 34 49 20 b)
Room wrifilation 0 0 0 0 13
Internal gains; Oocupants @ 230 0 01 0 0 Applianoesbther
1 0 500 Subtotal (
lines 6 to 13) 712 4841 659 1088 Less
externalload 0 0 0 0 Less
transfer0 0 0 0 Redistribution
0 0 831 687 14
Subtotal 712 484 1490 1775 15
Duct loads 161% 521% 114 251 161] 52*/,o 238 920 Total
room load 826 734 1728 2695 Air
required (cfm) 0 35 0 128 Calculabonsae2roved
by ACCAto meet all requirements of Manual J 8th Ed. Rig
N-SuteS Unversal 2018 18,0.19RSU16202 2018-
Aug-01 17:01:36 XZK "
Page 6 LTerM\
Lotll9BareelomALHGDDOffice-N.rLp Calc=M.18Front Door faces: N
wrightsoft, Right-JO Worksheet
Entire House
One Stop Cooling and Heating
225 Sardscave Coul, Winter Park, FL 32792 PI-cre: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.0neStop0oolq7.cotn License: CAC032444
Job: Lot 119 Barcelona A LHG DD...
Date: 04/05/2018
B LFLM/MC
Plan: RHG
1 Room name WED MT01
2 Exposed wall 46.0 it 4.0 ft
3 Room height U it heaVccol 9.0 it healvoriol
4 Room dimensions 1.0 x 3143 ft 4,0 x 5.5 it
5 Room area 3143 fF 22D fF
Ty Construct on
number
U-value
Btuh/W-OF)
Or H M
Bkjw)
Area (fF)
or perimeter (4)
Load
Bfajh)
Area (fly)
or penmeler (ft)
Load
BUh)
Heat Cool Gross N/P/S Heat TCool Gross N/P/S Heat Cool
6 Vb12B-Osw 0.097 n 2,31 2.89 0 0 0 0 0 0 0 0
4A5-tom 0S50 n 13,09 13,51 0 0 0 0 0 0 0 0
4B5-2fm 0540 n 12,85 13,78 0 0 0 0 0 0 0 0
4B5-2fm 0.540 n 12,85 13,78 0 0 0 0 0 0 G 0
t-D
1 1 13A-4ocs 0,143 n 140 3.00 0 0 0 0 0 0 0 0
11DO
126-0sw
0.390
0.097
n
e
9.28
2.31
12.54
2.89
0
149
0
119
0
274
0
342
0
0
0
0
0
0
0
0t-G 4A5-tom 0550 o 13.09 2755 30 0 393 827 0 0, 0 0
13A 4ocs 0,143 o 3,40 3.00 0 0 0 0 0 01 0 0
G 4A5'2om 0,550 e 13.09 27,55 0 0 0 0 0 0 0 0
G 4P,5-2!m
12B-0 N
0540
0.097
e
s
12,85
2.31
29.73
2.89
0
149
0
119
0
274
0
342
0
36
0
36
0
83
0
104t-G 4A5-tom 0550 s 13.09 U70 30 25 393 411 0 0 0 0
13A-flocs 0,143 s 3.40 3.00 0 0 0 0 0 0 0 0
4A5-tom 0,550 s 13.09 13.72 0 0 0 0 0 0 0 0
4A5-2omd 0.580 s 13.80 16.02 0 0 0 0 0 0 0 0
12B-OsNv 0.097 w 2.31 229 117 117 270 338 0 0 0 0
L--G 4A5-tom 0,550 w 13.09 27.55 0 0 0 0 0 0 0 0
EA4B5-2fm4B5-2fm
13A-4ocs
4A5-tom
4B5-2frn
0,540
0,540
0143
0.550
0.540
w
w
w
w
w
12,85
12.85
140
13.09
12.85
29,73
29,73
3.00
27.55
13.78
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
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
L-G
G
120-0sw 0.091 2.17 1.57 0 0 0 0 0 0 0 0q-D 1IDO 0390 n 928 12.54 0 0 0 0 0 0 0 0
C 16B-30ad 0.032 0.76 178 314 314 239 560 22 22 17 39
F 19A-Obsp 0295 2,64 2.06 120 120 317 247 0 0 0 0
F lgc-lgcscp 0,049 0.40:; 032 0 0 0 0 0 0 0 0
F 22A-W 1,180 28.081 0,00 0 0 0 0 0 0 0 0
6 c) AED excursion 152 7
Envelope losvgiiin 2158 2914 100 136
12 a) Infiltration 625 250 54 22
b) Room ventilation 0 0 0 0
13 Internal gains: 0mipants @ 230 2 460 0 0
Appliancesicither 01 1 0
Sthtatal (lines 6 to 13) 2784 3624 154 158
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 2784 3624 154 158
15 Duct loads 1 16%1 52%j 444 1878 16% 521% 25 821
Total room load 32218 791 240
Air required (dm) 0 2 0 ill
Calculations aMroved byACCAto meet all r2quirementsof Manual J 8th Ed.
V0-wrightso7 2018-Aug-01 17,01:36 Right-
SLiteOUniversal 2018 18,0,19RSU16202 Page 7 L'
Ternwl-ot 119 Barcelona A LHG ODOffice - N.rLp Calc - M18 Front Door faces: N
LILFF wrightsoft, Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sandscove Court, Winter Park, FL 32792 Phone (407) 629 - 6920 Fax: (407) 629 - 9307 Web www.OmStopCoolirg.com License: CAC032444
Job: Lot 119 Barcelona A LHG DD...
Date: 04/05/2018
LF/LWMCPan: RHG
1 Room name NUTH MiNIC
2 Exposed YQII 21.0 ft 8.0 It
3 Room height 9,0 ft heatcool 9D It heaVcool
4
5
Room dimensions
Room area
10 x 133.3 ft
133,3 W
10.5 x 8,0 ft
84.0 W
Ty Construction U-value Or HTM Area (w) Load Area (fF) Load
number Btjw-+F Btjw or perimeter (a) Bluh) or perimeter (ft) Btuh)
Heat Cool Gross N/P,/S Heat Cool Gross----- Heat CoolI
6 1213-0swv 0,097 n 2.31 239 0 0 0 0 0
N/P!S-----
0 0 0
4A5-tom
4135-21[m
0,550
0,540
n
n
1109
12B5
13.51
13.78
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5-2tM 0,540 n 12,85 1378 0 0 0 0 0 0 0 0
w
L-D
1 1 13A-flocs 0,143 n 3,40 3.00 0 0 0 0 0 0 0 0
11DO 0.390 n 928 12,54 0 0 0 0 0 0 0 0
t-G
12B-0sw 01097 e 2.31 2.89 0 0 0 0 72 72 166 208
4A5-2om 0,550 e 13.09 27,55 0 0 0 0 0 0 0 0
13A-flocs 0.143 e 140 UO 0 0 0 0 0 0 0 0
4A5-2om 0,550 e 13,09 27,55 0 0 0 0 0 0 0 0
4135-2frn 0,540 e 12,85 29.73 0 0 0 0 0 0 0 0
t--G
12B-09N 0,097 s 2.31 2,89 86 86 197 247 0 0 0 0
4A5-2om 0,550 1109 13,70 0 0 0 0 0 0 0 0
13A-flocs 0.143 a 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0,550 s 13.09 13.72 0 0 0 0 0 0 0 0
G 4A5-2omd 0,580 s 13.80 16,02 0 0 0 0 0 0 0 0
12B-OsN 0.097 w 2.31 229 104 98 225 281 0 0 0 04A5-tow 0,550 w U09 27.55 0 0 0 0 0 0 0 0TE 4135-2fm 0.540 w 12,85 29.73 6 0 77 178 0 0 0 0
4135-21m
13A-4=
4A5-2om
0,540
0.143
0.550
w
w
w
12B5
3,40
13,09
29,73
3.00
27,55
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
L-G
4135-2fm 0.540 w 12,85 13.78 0 0 0 0 0 0 0 0
12C-06'N 0,091 217 1,57 0 0 0 0 0 0 0 0
D 11DO 0,390 n 928 12.54 0 0 0 0 0 0 0 0
G 16B-30ad 0,032 0,76 1.78 133 133 101 237 84 84 64 150
F 19A-Obscp 0,295 2.64 2.06 0 0 0 0 0 0 0 0
F 19C-19cscp 0,049 0A0 0.32 0 0 0 0 0 0 0 0
F 22A-cpm 1,180 28.08 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 36 16
Envelope lossigain 601 979 230 341
12 a) Infiltration 286 114 109 44
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Applianciescither 01 0
Subtotal (lines 6 to 13) 887 1094 3391 385
Lessexternal load 0 0 0 0
Lesstransfer 0 0 0 0
Redistribution 187 379 0 0
14 Subtotal 1074 1473 339 385
15 Duct loads 169/. 521,16 171 763 161/. 52% 54 199
Total room load 1245 393 584
Air required (cfm) 01 0 28
Calculations approved byACCAto meet all nuirementsof Manual J 8th Ed.
2018-Aug-01 17:01:36Right-SuiteGi Universal 2018 18,0,19RSU16202
N.= Cale W8 Front Door faces: N
Page 8
L Ternp\Lot 119 BarcelonaA LHG DDOffioe
d 1. IF wrightsoft, Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Coot. Winter Park, FL 32792 PI -one: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopGooling,com License: CAG032444
Job: Lot 119 Barcelona A LHG DD...
Date: 04/05/2018
LFILM/MC
n: RHG
I Room name BEDS
2 used wall 0 If 27.0 It
3 Room height 9.0 It heaVwol 9.0 it heat/=I
4 Room cfimensons 35 x 5.5 ft 1.0 x 139,3 R
5 Room area 193 W 139.3 W
Ty Constructon U-value Or HTM Area (if) Load Area (w) Load
number 8tuhW--9 Blu or perimeter (ft) h) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross NV/S Heat Cool
6 12B-0sw 0.097 n 2.31 239 0 0 0 0 99 84 194 242
4A5-tom
4B5-2fm
0.550
0,540
n
n
13.09
12.85
13,51
13,78
0
0
0
0
0
0
0
0
15
0
0
0
196
0
203
00
4B5-2frn 0,540 n 12,85 13,78 0 0 0 0 0 0 0 0
VL_ D
11 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0
11 DO 0.390 n 9,28 12.54 0 0 0 0 0 0 0 0
12B-09N 0,097 e 2,31 2.89 0 0 0 0 126 126 291 364T-G 4A5-2orn 0550 e 13.09 2755 0 0 0 0 0 0 0 0
13A-flocs 0143 e 3,40 3.00 0 0 0 0 0 0 0 0t24M-2orn 0.550 e 13,09 27.55 0 0 0 0 0 0 0 0
4135-2(m
12B-0sw
0,540
0097
e
s
12,85
2,31
29.73
2,89
0
0
0
0
a
0
0
0
0
0
0
0
0
0
0
0t-G 4A5-2om 0*550 s 13.09 13.70 0 0 0 0 0 0 0 0
13A-flocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0J4AS-2om 0,550 s 13.09 13.72 0 0 0 0 0 0 0 0G
G 4A5-2omd 0.580 s 13.80 16.02 0 0 0 0 0 0 0 0
13 4A5-2om
0.097
0.550
w
w
2.31
13.09
2.89
27.55
0
0
0
0
0
0
0
0
18
0
18
0
42
0
52
01512B-
09N
4B5-2fm 0,540 w 12,85 29,73 0 0 0 0 0 0 0 0
4B5-2fm
13A-dots
4A5-2om
U40
0.143
0,550
w
w
w
12.85
3.40
13.09
2973
3.00
27.55
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
E:-GG 4B5-21m 0,540 w 12.85 13,78 0 0 0 0 0 0 0 0
0,091 2,17 1,57 0 0 0 0 0 0 0 0I-D12C-Osw
1DO11DO 0,390 n 928 12.54 0 0 0 0 0 0 0 0
C 168-30ad 0.032 016 1.78 19 19 15 34 139 139 106 248
F 19A-Obscp 0,295 2,64 2.06 0 0 0 0 0 0 0 0
F 19C-19cscp 0.049 0.40 0.32 0 0 0 0 80 80 32 25
F 22A-qxn 1J80 M08 ROD 0 0 0 0 0 0 0 0
6 c) AED excursion 11 61
Envelope lossgajn 15 33 861 1073
12 a) Infiltration 0 0 367 147
b) Roomoanfilation 0 0 0 0
131 Internal gains: Occupants @ 230 0 0 1 230
Applianoias4btlher 0 0
Subtotal (lines6to 13) 1 15 331 1228 1450
Less e)dernaJ load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 15 33 5 11
14 Subtotal 0 0 1233 1461
15 Duct loads 161% 52% 0 0 16%1 521/. 197 7571
Total room load 0 0 1430 2218
Air required (dm) 0 0 0 106
Calculations aggroved by ACCA to meet all nuirements of Manual J 8th Ed.
44-wrl tx7G oTc^ 2018-Auq-01 17:01:36Rig11-Suite0Unversal 2018 M0,19 RSU16202 Page 9
L Temptot 119 Barcelona A LNG DDQffice - N.w Calc = W8 Front Door faces: N
JL. F wrightsoft, Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwN.0neStoPCoolirq,wm License. CAC032444
Job: Lot 119 Barcelona A LIHG DD-
Date: 04/05/2018
gB * LF/LM/MC
Plan: RHG
1 Room name 6TH3 T013
2 E)Posed wall 55 it 15.0 it
3 Room height 9,0 it heatt000f 9.0 ft hea!Vo3ol
4
5
Room dimensions
Room area
6.0 x 5.5 It
33,0 fie
5,5 x 7.5 It
41,3 fly
Ty Construction U-value Cr HTM Area (IF-) Load Area (W) Load
number BuW-,F) BUNW) or perimeter (ft) Stuh) or perimeter (it) Btjh)
Heat Cool Gross N/P!S Heat Cool Gross MPS Heat Cool
6 Vb12B-09N U97 n 2,31 239 50 44 100 126 50 44 100 126
G 4A5-tom 0,550 n 1109 13,51 0 0 0 0 0 0 0 0
4B5-2fm 0,540 n 12,85 13.78 0 0 0 0 0 0 0 0
4B5-2fm 0,540 n 12.85 1378 6 0 77 83 6 0 77 83
1 1 Y-D
13A-4ocs 0143 n 3.40 3.00 0 0 0 0 0 0 0 0
I1DO
1213-09N
0*390
0097
n
e
9.28
231
12.54
289'
0
0
0
0
0
0
0
0
0
18
0
18
0
42
0
52VN
t-G 4A5-tom 0*550 e 13,09 2755 0 Q 0 0 0 0 0 0
13A-4ocs 0,143 e 3,40 3.00 0 0 0 0 0 0 0 0
4A5-2orn 0,550 e 13.09 27,55 0 0 0 0 0 01 0 0
t-G
4135-211m
11213-0sw
0.540
0,097
e
s
12.85
2,31
29,73
289
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om 0.550 s 13.09 13,'70 0 0 0 0 0 0 0 0
13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 13.09 1312 0 0 0 0 0 0 0 0
4A5-2omd 0.580 s 13.80 16.02 0 0 0 0 0 0 0 0
12E3-0sw 0,097 w 2,31 239 0 0 0 0 68 68 156 195
4A5-2om 0,550 w 13.09 2755 0 0 0 0 0 0 0 0
4B5-2fm 0,540 w 12.85 29,73 0 0 0 0 0 0 0 0GG
4135-2frn
13A-4ocs
0.540
0.143
w
w
12.85
140
29.73
3.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0w
G 4A5-2om 0.550 w 13D9 27.55 0 0 0 0 0 0 0 0
G 4B5-2fm 0,540 w 12.85 13,78 0 0 0 0 0 0 0 0
12C-0sw QD91 2.17 1.57 0 0 0 0 0 0 0 0
IIDO 0390 n 928 12.54 0 0 0 0 0 0 0 0
C 168-30ad 0.032 0.76 1.78 33 33 25 59 41 41 31 73
F 19A-Obscp 0.295 2.64 2.06 0 0 0 0 0 0 0 0
F I 9C - 1 gc3cp 0,049 0.40 0.32 33 33 13 10 41 41 17 13
F 22A-cpm 1,180 28.08 0,00 0 0 0 0 0 0 0 0
6 c) AED excursion 12 25
Envelope lossigain 216 265 423 516
12 a) Infiltration 75 30 204 82
b) Room ventlatlon 0 0 0- 0.
13 internal gains: Occupants @ 230 0 0 0 0
Appliancevotil-er 01 0
Subtotal (lines 6 to 13) 291 295 627 1 598
Lessexternal load 0 0 0 0
Lesstransfer 0 0 0 0Redisinbution0000
14 subtotal 291 295 627 598
15 Ductloads 16% 521,16 46 153 161] 1210 100 310
Total room load 337 448 727 908
Air required (clm) 0 21 01 43_
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
Right-SuteOUniversaI2018 18,0.19RSU16202 2018-Aug-01 1701:36
L Temptot 119 BarceloraA LHG DDOffice - N.rup Cale = W8 Front Door faces: N
Page 10
wrightsoft, Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Coul, Wirler Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCooling,cornLicerre: CAC032444
Job: Lot 119 Barcelona A LHG DD.,.
Date: 04/05/2018
B LF/LM/MC
Plan: RHG
1 Room name STR2 BED 2
2 E)posed wall TO ft 19.5 ft
3 Room height 9.0 it heaVcool 9.0 ft heaVa)oi
4 Room dimensions 13.5 x TO It 1.0 x 144,0 it
5 Room area 94.5 fV 144,0 W
Ty Gonsvucton
number
u-value
BtUW-IF)
or HTM
Btuhff)
Area (fF)
or perimeter (ft)
Load
Btum
Area (fig)
or perimeter (ft)
Load
Btuh)
Heat Cool Gross N/RiS Heat Cool Gross N/P/S Heat Cool
6 128-Osw U97 n 2,31 239 0 0 0 0 72 68 157 196
4A5-tom 0.550 n 13,09 13.51 0 0 0 0 0 0 0 0
G 4B5-2fm 0540 n 12,85 13,78 0 0 0 0 4 0 51 519
4B5-2fm 0540 n 12.85 1378 0 0 0 0 0 0 0 0
w11 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0
I-D 1ID0 0.390 n 928 1254 0 0 0 0 0 0 0 0
Y-6
12B-0sw 0,097 e 231 2.89 0 0 0 0 0 0 0 0
4A5-2om 0Z50 e 1109 27.55 0 0 0 0 0 0 0 0
13A-flocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2orn 0.550 e 13.09 27.55 0 0 0 0 0 0 0 0
4B5-2ftn 0.540 e 12,85 2973 0 0 0 0 0 0 0 0
t-
G
12B-Osm N)97 s 2,31 2.89 0 0 0 0 0 0 0 0
4A5-2om 0.550 1109 1370 0 0 0 0 0 0 0 0
613A 4ocs 0A43 s 3.40 3.00 0 0 0 0 0 0 0 0
G 4AS'2om 0.550 s 13.09 13.72 0 0 0 0 0 0 0 0
4A5-2omd 0.580 13.80 16.02 0 0 0 0 0 0 0 0
G
128,0sw
4A5-2om
0.097
0,550
w
w
2.31
13.09
229
27,55
63
0
48
0
M
0
139
0
104
15
89
0
204
196
255
413TH2485-2fm 0540 w 12,8529,73 0 0 0 0 0 0 0 0 485-
2fm 0,540 w 12.85 29.73 15 0 193 446 0 0 0 0 w
13A-flocs 4A5-
2om 4B5-
2fm 0.
143 0,
550 0,
540 w
w
w
3.
40 1
3D912.
85 3.
00 27,
55 13.
78 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
EGGl]
L-D 12C-
Osw U91 2.17 1,57 0 0 0 0 0 0 0 0 1
1DO0.390 n 928 1254 0 0 0 0 0 0 0 0 C
168-30ad 0.032 0.76 178 95 95 72 168 144 144 110 256 F
19A-Obscp 0295 2.64 2.06 0 0 0 0 12 12 32 25 F
19C-19cscp 0,049 0.40 032 0 0 0 0 0 0 0 0 F
22A-q)m 1.180 28,08 0.00 0 0 0 0 0 0 0 0 6
c) AED excursion 164 95 Envelope
pss'gajn 376 917 750 1296 12
a) Infiltration 95 38 265 106 b)
Room ventilation 0 0 0 0 13
Internal gains: Occupants @ 230 0 0 1 230 Appliancesiather
0 0 Subtotal (
lines 6 to 13) 471 955 1016 1632 Less
emmalload 0 0 0 0 Less
transfer0 0 0 0 Redistribution
471 955 152 309 14
Subtotal 0 0 1168 1941 15
Duct loads16] 51
0
0 161 1861 1006 Total
room load 0 0 1354 J, Airrequired (cfm) 0 0 01 Calculations
aggroved by ACCA to meet all nuirements of Manual J 8th Ed. 2018-
Aug-01 17.0136 ggq-
soteounversal20l8 l8.0,19 RSU16202 Page 11 LTerm\
Lotll9BarceforeALHGDDOffice-N.rtp Calc=MJ8 Frort Door faces: N
Static Pressure and Friction Rate Job: Lot 119 Barcelona ALHG
wrightsoft, Date: 04/05/2018
Entire House By- LF/LM/MC
One Stop Cooling and Heating
Plan: RHG
7225 Sandscove Cart, Witter Park, FL32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: www,0neStopCooIiN.00(n License: CAC032444
Information
For: Park Square Homes
FL
Ava!lable Static Pressure
Heating Cooling
in H2O} in H2O}
External static pressure 0,50 0.50
Pressure losses
Coil 0 0
Heatexchanger 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 034 0.34
Tdtal Effective Length
Supply Return
ft) ft)
Measured length of run -out 12 5
Measured length of trunk 52 0
Equivalent length of fittings 170 35
Total length 234 40
Total effective length 274
Supply Ducts
Return Ducts
Friction Rate
Heating
in/1 00ft)
0124 OK
0.124 OK
Cooling
in/1 00ft)
0.124 OK
0,124 OK
Fitting Equivalent Length Details
supply 4X--35, 11 A=20, 11 G--5, 11 G=5, 11 A--20, 11 J=1 5, 11 J=1 5, 11 G--5, 1 A--35, 11 G--5, 11 G--5, 11 G--5: Total EL=1 70
Return 6M--20,5E1 =1 0, 11 G--5: Total EL--35
wrightsoft, 2018-ALig-01 17:01:38
Right-SOWO Uriversal 2018 1&0, 19 RSUI 6202 Page 1
XC;K L Torrv\Lot 119 Baroelore A LHG DDOffice - N,rLp Calc = MJ8 Front Door faces: N
Duct System Summary Job: Lot 119 Barcelona A LHG...
wrightsoft, Date: 04/05/2018
Entire House By: LF/LM/MC
One Stop Cooling and Heating
Plan: RHG
7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolingcom License: CAC032444
For: Park Square Homes
FL
Heating Cooling
External static pressure 0.50 in H2O 0.50 in H2O
Pressure losses 0.16 in H2O 0.16 in H2O
Available static pressure 0.34 in H2O 034 in H2O
Supply/ return available pressure 0.290 /0.050 in H2O 0290 / 0.050 in H2O
Lowest friction rate 0,124 in/1 00ft 0124 i n1l 00ft
Actual air flow 0 cfm 1567 cfm
Total effective length (TEL) 274 ft
Name
Design
Btuh)
Htg
cfm)
Cig
cfm)
Design
FIR
Diarn
in)
H x W
in)
Duct
Mad
Actual
Ln (ft)
Ftg.Eqv
Ln (ft) Trunk
BED2 C 2946 0 140 0.173 7,0 Ox 0 AFx 27.4 140.0 sty
BED3 c 2218 0 106 0.164 U Ox 0 AFx 322 145,0 st5
BTHl c 734 0 35 0,149 4.0 Ox 0 AFx 451 150.0 st3
BTH3 c 448 0 21 0.175 4.0 Ox 0 AFx 25.5 140,0 st5
DIN c 2616 0 125 0.124 7.0 Ox 0 AFx 63.6 170.0 st4
GAT" c 2200 0 105 0.124 7.O Ox 0 AFx 63.6 170.0 st4
GATH-A c 2200 0 105 0.130 7,0 Ox 0 AFx 57.6 165.0 st4
KFr c 2592 0 123 0.125 7.O Ox 0 AFx 62.6 170.0 st4
LAUN c 2695 0 128 0.156 6.0 Ox 0 AFx 40.6 145,0 st3
LOFT C 2577 0 123 0.245 6.0 Ox 0 AFx 13,6 105.0 st2
MBED-A c 5502 0 262 0.185 9.0 OX0 AFx 32.1 125.0 st6
MBTH c 2236 0 106 0.188 6.0 Ox 0 AFx 29,6 125.0 st6
MTOI c 240 0 11 0.202 4.0 Ox 0 AFx 28.5 115.0 st6
MWIC C 584 0 28 0185 4.0 Ox 0 AFx 31.4 125.0 st6
OFFICE c 1973 0 94 0.152 6.0 Ox 0 AFx 40.6 1WO st3
T013 c 908 0 43 0,174 4.0 Ox 0 AFx 27.1 140.0 st5
WIC C 244 0 12 0.147 4.0 Ox 0 MFx 473 150.0 st3
A;_ * wrightsoft, 2018-Aug-01 1701:38
Z!x------"-'-'
Rglt-SuteO Universal 2018 18.0,19 RSU1 6202 Page I
L TerT\Lot 119 Barcelona A LHG DDOffice - Wup Calc = M18 Frorl Door faces: N
Name
Trunk
Type
Htg
Cfm)
Clg
Cfm)
Design
FIR
w0c
fpm)
Diam
in)
H x W
in)
Duct
Material Trunk
sti PeakAVF 0 726 0124 679 14.0 0 x 0 VinIFIx
st4 PeakAVF 0 457 0124 582 12,0 0 x 0 VinIFIx st3
st3 PeakAVF 0 726 0,124 679 14.0 0 x 0 VinIFIx sti
sty PeakAVF 0 310 0.164 569 10.0 0 x 0 VinIFIx st2
st6 PeakAVF 0 408 0.185 519 12.0 0 x 0 VinIFIx st2
st2 PeakAVF 0 841
1
0.164
1
786
1
14.0 0 x 0 VinIFIx
Return Branch Detail Table
Grille Htg Clg TEL Design Veloc Diam H x W StLjcvjoist Duct
Name Sze (in) Cfm) Cfm) ft) FIR fpm) in) in) Opening (in) Mal Trunk
rbl Ox 0 0 1338 40.2 0.124 613 20,0 Ox 0 VlFx
rb2 Ox 0 0 229 38.6 0.129 857 7.0 Ox 0 AFx
wrightsoft, 2018-Aug-01 1T0138QRigft-SuiteOUriversaI2018 18.0,19RSU16202 Page 2 AC4A
L Tenip Lot 119 Barcelona A LHG DDOffice - N.rLpCale - MJ8 Frorl Door faces: N
Level 1
DIN
1OX8
FEIB31OX10_2 M 7"
105 elm
GATH
7"
1 OX81OXI0-2 KIT
105cfM
123 cfm
12
I ox6OFFICE94cfm STR1
8X4
12 cfrn FBB2Ll --------------- 7
10 'x 11T"'.
6"
FOY lox
10 WIC
1 OX6 HALL128
cfm V
VVTR A
STw_ LAUN 350nFE16il
8X4EF1
VTR I , 14 E" Sup
Riser 14 "
VTC,
XICP , "ill GARAGE
EF1 =
50 CFM Fan EF2 =
80 CFM Fan EF3=
110CFM Fan EFL1 =
50 CFM Fan EFL2 ®
80 CFM Fan EFL3 =
110 CFM Fan VTR -
Vent to Roof VTW =
Vent to Wall DV =
Dryer Vent RV =
Range Vent Lineset
Chase Condensate
Thermostat
18/8 SRS =
Small Reduction Box LRB =
Large Reduction Box FBB =
Field Built Box Job #:
Lot 119 Barcelona A LHG DDOff ice .. One Stop Cooling and Heating Scale: 1 : 100 Performed
by LF/LM/MC for: Page 1 Park
Square Homes 7225 Sandscove Court Right -Suite@ Universal 2018 Winter
Park, FL32792 18,019 RSU16202 Phone: (
407) 629 - 6920 Fax: (407) 629 - 9307 2018-Aug-01 14:28:24 www.
OneStopCooling.com ...Barcelona
A LHG DD01fice - N.rup
E_. Level 2
AF
Op- PRE MK' JitTF.
AF
MBED
EN VTR
12X12-1
A
SRB2SRB2 11 MTOI 8X4
11 Cirri
8X4 4" 47 4 EFI VTR
6
70T
28 ctm 16x16x 1 X6
MWIC 1()66frn
14 MBTH
42
Rr' UGHTS
1 OX6 16x16
123 cfm STR2
6"-
M
CV3 FAW-JT L9BI
0 X 10 Al
14 OFT cxao 9
lox 1C
0- M 1 OX8
A 140cfm Zone Damper 1 14"
14
7," ' ! Zone Damper 2 14"
6" 7 Bypass Damper - 12"
12' P A
lm-CT Sup Riser BED 2
4"
4"
229 Cfm 3 Ss'o— EFI VTR
wo
338
1
ctm
8X4BTH38
BED3 fm
EF1 = 50 CFM Fan
EF2 = 80 CFM Fan
EF3 = 110 CFM Fan
EFL1 = 50 CFM Fan
EFI-2 = 80 CFM Fan
EFL3 = 110 CFM Fan
VTR - Vent to Roof
VTW = Vent to Wall
DV = Dryer Vent
RV ® Range Vent
Lineset Chase
Condensate
Thermostat 18/8
SRB = Small Reduction Box
LRB = Large Reduction Box
FBB = Field Built Box
Lot 119 Barcelona A LHG DDOff ice .. One Stop Cooling and Heating
Scale: 1 : 100
Performed by LF/LM/MC for: Page 2
Park Square Homes 7225 Sandscove Court Right-Suite(9 Universal 2018
Winter Park, FL327 18.0.19 RSU16202
Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 2018-Aug-01 14:28:25
www.OneStopCooling.com -
Barcelona A LHG DDOffice - N.rup
I,
L:%V,S(A-t\
I
5etolces. rvc.
RECORI) Copy
DESCRIPTION AS FURNISHED: Lot 119, WYNDHAM PRESERVE, as recorded in Plot Book 81, Pages 93
through 102 of the Public Records of Seminole County, Florida.
PLOT PLAN FORICERTIFIED TO
SEP 2 6 Polo
Park Square Enterprises, LLC (a Delaware Corporation);
Winderweedle, Haines, Word & Woodman, PA; Attorneys' Title
Insurance Fund; Bank of Americo
REMAINDER OF LOT 13
PALMER'S SUBDIVISION
PLAT BOOK 2, PAGE 41
S 89*43'10 " W
42. 03'
29.80' 29.80' 29.80'
C)k,to construct single family home
with setbacks an0jmpervious area 5.0'x4.0'
Vshownonplan. #4 04(44 Ajlz AC
rt(4tod a 3a ,
ogy 1. 11 LANAI 6'
0 1' 16, O'L02-
119 6.
01' PROPOSED
RESIDENCE tom.2392-
BARCELONA-A 50'
DRAIN, ESMT. 2 CAR GARAGE LEFT O (Z; LOT 118 PER
ORB 5181, PAGE 107 TRACT
H (DRAINAGE) Z.)
COV'D, ENTRY
6.
0 1' CV
F
11.
1 DRIVE
aL 25.
2025.20' I 1_
10_'UT_1_L. C—SMT1 FA- - WALK
SETBACKS
AS
FURNISHED _U FRONT =
25'(*) C!2RB REAR = 20'
S 89*4310 " W SIDE = 5' (
40' LOT) 7.5' (
60' LOT) 42.03' 10' (75'
LOT) 7-7 -
ICIfEfi Co V SIDE STREET - 25' (60' & 75" LOT) 15' (40'
LOT) T 25' FRONT
SETBACK CAN BE REDUCED (50 PRIVATE RIW) PLOT PLAN ONLY TO 20' ON CERTAIN LOTS. NO MORE THAN PLOT PLAN AREA CALCULATIONS NOT A SURVEY 2) INSUCCESSIONAT20' AND A MINIMUM OF (2)
IN SUCCESSION AT 25' TOTAL LOT AREA 5,044 ± SQUARE FEET PROPOSED = PINSHED
SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT = TOTAL 1 SQUARE FEET FLATWORK PER DRAINAGE
PLANS DRIVE 4031 128= 532 ± SQUARE FEET FOUNDATION/PAD 1,641 ± SQUARE FEET PROPOSED DRAINAGE
FLOW WALKS 691210= 279 ± SQUARE FEET REAR PATIO 1 17 ± SQUARE FEET LOT GRADING
TYPE 8 FRONT PORCH DECK 99 SQUARE FEET Soo 2,
7031 166 - 2,869 ± SQUARE FEET POOL DECK *NIA SQUARE FEET PROPOSED F.
F. PER PLANS - 30.5' -NOTE: FRONT SIDEWALK AND STREET LOCATION TAKEN FROM 'LANS PROVIDED BY CLIENT ' NOT FIELD VERIFIED CRUS,E
NMEEER -SCOTT & ASSOC, INC. - 1,AIVD SU.RVAT YORS LEGEND - LEGEND P
PLAT PSL.
P0 INT ON LINE5400 E. COLONIAL DR, ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 NOTES: FIELD TYR,
TY [CAL 1, • IRS PIPE
PRC, POINT OF REVERSE CURVATURE IR P E
1, THE
UNDERSIGNED DOES HERESY CERTIFY THAT THIS SURVEY AdEEn THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD or IR am RODP.C.C. DINT OFCOMPOUND CURVATURE C .. • CONCRETE MONUMENT
RAIL • RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 47Z027. FLORIDA STATUES SET (R, 112'
IR, ./NLR 4396 MJRNON-RADIAL 2, UNLESS EMBOSSED MTN SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID, DEC.RECOVERED WPI WITNESS
POINT J. MIS SURVEY WAS PREPARED FROM "ME INFORMATION FURNISHED TO THE SURVEYOR THERE MAY Of OTHER RESTRICTIONS CALC, CALCULATED POINT OF
BEGINNING ORCASEMENTSTH4FAffF(T THIS PROPERTY. C POINT OF COKMENCEMCNT
PRN PERMANENT REFERENCE TMISHUMENT EtE, ON 4, NOUNOERGROVNOIMPROVEMENTS HAVE SEEM LOCATED UNLESS OTHERWISE SHOWN. I CENTERLINE FF. FINISHED
FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR ;TIE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY, N& MAIL & DISK B-S BUILDING SETBACK LINE RIGL 8 V OFIMPROVEMENTSHEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES, RIV HT -OF -WAYMENHMARK6. DIMENSIONS SHOWN FOR THE LOCATION RING (RB C CA
B.D.0 SHT, SEMENT AS2C
BEARING
7. BEARINGS. APE BASED ASSUMED DATUM AND ON ME LINE SHOWN AS BASE SEA DRAIN, DRAINAGE 8. ELEVATIONS,
IF SHOWN, ARE EASED ON NATIONAL GEODETIC VERTICAL DATUM OF f929, UNLESS OTHERWISE NOTES, UT IL vItILIT, 9. CERTIFICATEOr AUTHORIZATION N., 4596. CLFC CHAIN LINK FENCEDIFCWOODFEMCC
C /B CONCRETE BLOCK
SCALE I" - 20 1 DRAWN BY, ... P C POINT OF
CU VATURE ORDER No. P.T, POINT OrTANGENCYDATEDESCRIPTTOMCERTIFIEDBY:
RADIUS PLOT PLAN 07-
20-2018 4772-18 L ARC LENGTH D -
DELTA C CHORD
C CHORD
BEARING NORTH
THIS BUILDING\PROPERTY DOES
NOT UE WITHIN A r0RUl,11 R.L.S. 1, 4714 THE ESTABLISHED 100 YEARFLOODPLANEASPER "FIRM' ZONE "x" MAP I
121f7COO90 F (09-28-07) IA'M SCO R.
L.S # 4801
or R£C"OKD[OPY
ilename: PARK 8Q BABCBLO0A.rzr
Liog and Small Appliance/Laundry Circuits Floor
Area SmApp0o Laond0o Line Neutral 2392
2 l Lighting
Summary Standard 6,037 5,037 Optional
11,676 6,037 Bangea &
Ovens Range
No. No? Nameplate Line Neutral 1
I 8000 0
0 s
O 0 Range/
Oven Summary Standard 6,400 4,480 Optional
8,008 4,480 Dryers
I}
zlrer No, No? Nameplate Line Neutral 1
I 5U00 2
O O
0 _ < w
w DryerSummaryStandard5,000 3,500 rr
n ~° Optional
5,000 3,500 Heating
and Cooling: Actual Number = I Name
M? Pb No Amps Volts VA BP Line Neutral 1
M l I 27.0 2 O 6 48O 0 1Mll2.0 240 48O O 1y0Il5.0 340 1,200 O 1lII27240I6,480 O Reat/ Cool unmxaz Standard l--- e,6eo 0 Optional
14,640 U Fixed
Appliances; Actual 0un6zaz = 6 Name
M? Ph No Amps Volts VA HP Line Neutral nI9p
1 I 120 600 600 600 DISHllI20I2001,200 1,200 MICROlII30I200l,200 I'20O WATERB I l l8' 5 0 4 440 ' 0 OPTPOOLlIIO240 --- 400 O OPTPOOI, HEAT I I 31 240 7440 O clFixeApplianceSummaryStandardl2'9GU 3,350 258 Other
Appliances: Actual Number = 0 Optional 17,
280 2,250 Name y0?
Pb No Amps Volts VA P Line Neutral f- -_-- ------- OtherAppliance
Summary Standard O O Optional 0
0 25% of
Max Motor: ------ MaxLine is3tdOnly; Neutral for Both Maximum Phase
Amps Volts
1 27 240
Heat/Cool Phase Amps Volts
1 27 240
Fixed Appl. Phase Amps Volts
0
Other Appl. Phase Amps Volts
0
Max Motor Summary
Standard Only 1,620 0
SUMMARY
Standard Line Neutral
Total. Total - 46,657 16,267
Maximum Amperage = 194 68
Service Voltage = 240 Service Phase = 1
Optiona1 LineNeutral Total
Total 37,422 16,267 Maximum
Amperage = 156 68 Service
Voltage = 240 Service Phase = 1
City of Sanford
Building and Fire Prevention
Product Approval S iftati Form
Permit rr * w — `
Project Location Add
As required by Florida Stotute553.842 and Florida Administrative Code 8N-3. please provide the
information and product approval number(s) on the building components listed below ifthey are tobe utilized
on the construction project for which you are applying for a building permit. VVerecommend 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, nky|ighta, and exterior doors must be tested in accordance with
the Florida Building Code, Section 1714.S. More information about Statewide Product Approval can
be obtained at , The following
information must beavailable onthe 'obsitefor inspections: 1'This entire product approval
form Category / Subcate- Manufacturer gory Product
Florida Approval # 1Dts tion include decimaQ 'I
1. Exterior Doors S'lidinq
M I Windows
and Doors Series 420 Alum SGD - 2 Panel FL 15332A Roll Up Automatic Other 2.
Windows Single
Hung
MI
Windows 8
Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hypq
Fixed M
I
Windows & Doors
Series GA 185 Alum Picture Fixed FL15349.1 Awninq Pass Throuqh Pro ecte
Mullions
MI Windows &
Doors 5764
Verical Alum Mullion FL 15353,2 Wind Breaker 1,_ Dual Action
Other June
2014
Category/Subcategory i Manufacturer Product
Description
Florida Approval #
Lncludin2 decimal
13. Panel Walls
Sidi n James Harding Bldg Products Hardie Panel FL13223.2
Soffits
mm
Aluminum Coils, Inc Coils / Soffits FL12194.1 ~
Storefronts
Curtain Wal(s_____..
Wall Lauver
Glass block e
Membrane
Greenhouse
j E.P.S Composite
Panels
Other
4. R,00fing Products I
Asphalt Shinciles IKO Industries, LTD asphalt Shingles 1 Cambridge FL7006.1
41
Underlavment Warrior Roofing #15 and #30 Roofing Felt FL2346.1
Roofing Fasteners
Nonstructural
Metal Roofing I I
Wood Shakes and
Shingles
Roofinq tiles
Roofing
j Insulation
Waterproofing_
Built up roofing
System
Modified Bitumen
Single Ply Roof
Systems
Roofinq slate
Cements% I
Adhesives l
Coating
Liquid Applied
Roofinng Systems____
Roof Tile
adhesive
I
Spray Applied j
Polyurethane I
Roofin
E.P.S. Roof
Panels
Roof Vents
Other
June2014
Category Subcategory Manufacturer I Product Florida Approval # i
Description (include
5. Shutters
Accordion
Bahama
Colonial
Roll up
Equipment
Other
6. Skylights
SYliqpts 7. --
Structural Components
Wood
Connectors Anchors
Truss
Plates n9ineered
Bailinq
I
Concrete Admixtures Precast
Lintels Insulation
Forms Plastics
Deck
I R&of Wall
Prefab
Sheds Other
8.
New Exterior Envelope
Products Applicant'
s Signatur Applicant'
s Name Please
Print) June ?
0 14
MiTek"
o
RE: P2392ACT
Park Sci/Barcelona-A or C_TRAY
MiTek USA, Inc.
6904 Parke East Blvd,
Tampa, FL 33610-4115 Site Information: Project
Customer: PARK
SQUARE HMS Project Name: P2392ACT Lot/Block: 171
Subdivision: WYNDHAM PRESERVE 40' Address: 3905 SALTMARSH
LOOP City: SANFORD State:
FLORIDA 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 Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7-10 Roof Load: 40.
0 psf Floor Load: 55.0 psf This package includes
72 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. No. Seal# Truss
Name Date No. Seal# Truss Name Date 1 T13452444 117t
3/9/18 26 T13452397 cj 3/9/18 2 T13452445 kl2
3/9/18 27 T13452398 cll 3/9/18 3 T13452446 kj3
3/9/18 28 T13452399 cj3 3/9/18 4 T13452447 k15
3/9/18 29 T13452400 c13a 3/9/18 5 T13452448 k17
3/9/18 30 T13452401 cl3t 3/9/18 6 T13452449 kj7t
3/9/18 31 T13452402 c15 3/9/18 7 T13452450 ml
3/9/18 32 T13452403 t 8 T13452451 m2
3/9/18 33 T13452404 d d9 3 918/ 9 T13452380a
3/9/18 34 T13452405 d1t 3/9/18 10 T13452381 a2
3/9/18 35 T13452406 d2 3/9/18 11 T13452382 a4
3/9/18 36 T13452407 d2t 3/9/18 12 T13452383 a5
3/9/18 37 T13452408 d3 3/9/18 13 T13452384 a6
3/9l18 38 T13452409 d3t 3/9/18 15 T13452386 b2
3/9/18 40 T134524111 d5 3/9/18 16 T13452387 b3
3/9/18 41 T13452412 el 3/9/18 17 T13452388 b4
3/9l18 42 18 T13452389 cl
3/9/18 43 T13452413 T13452414 f1
f2
3/
9/
18
3/9/18
A 19 T13452390 c2
3/9/18 44 T13452415 f3 3/9/18 20 T13452391 c3
3/9/18 45 T13452416 f4 3/9l18 a¢a 21 T13452392 c4
3/9l18 46 T13452417 f5 3!9/18 22 T13452393 c5
3/9/18 47 T13452418 f5a 3/9/18 24 T13452395 394
e7 3/9/18 18 49 T13452420
f7g 3/9/ 25 T13452396 C8
3/9l18 50 T13452421 f8 3/9l18 This item has
been electronically signed and sealed by ORegan, Philip 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 r ur based on the
parameters provided by Mid -Florida Lumber Acquisitions, Inc.. yQ d••Q ff Truss Design Engineers
Name: ORegan, Philip yO E (Vs.. Mylicense renewal
date for the state of Florida is February 28, 2019. FloridaCOA:6634 No
58126 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 STATE O F
shown (e_g., loads, supports, dimensions, shapes and design codes), which were 4".• 44/ given to MiTek. Any project specific information included is for MiTek customers file reference
only, and was not taken into account in the of A , C1,: •• \ purpose
preparation
ORtthesedesigns. MiTek
has not independently verified the applicability of the design Ef' parameters or the
any building. effeffuse,the(lding show sign tNA npaariculard icaofdesiandproperlyabethesedesidesignerfYpPt9PPo9intotheoverall
building design per ANSI/TPI 1, Chapter 2. Philip J O'ReOan PE No 56126 MiTek USA, Inc.
FL Cert 6634 Parke East Blvd.
Tampa FL 33610 March 9,2018 ns.a. 1
of 2
ORegan, Philip
RE: P2392ACT - Park Sq/Barcelona-A or C_TRAY
Site Information:
Project Customer: PARK SQUARE HMS Project Name: P2392ACT
Lot/Block: 171 Subdivision: WYNDHAM PRESERVE 40'
Address: 3905 SALTMARSH LOOP
City, County: SANFORD State: FLORIDA
No. Seal# Truss Name Date
51 T13452422 f8a 3/9/18
52 T13452423 f9 3/9/18
53 T13452424 f9a 3/9/18
54 T13452425 f10 3/9/18
55 T13452426 f11 3/9/18
56 T13452427 Mg 3/9/18
57 T13452428 f12 3/9/18
58 T13452429 ft1 3/9/18
59 T13452430 ft2 3/9/18
60 T13452431 ft3 3/9/18
61 T13452432 ft4 3/9/18
62 T13452433 ft5 3/9/18
63 T13452434 g1 3/9/18
64 T13452435 g2 3/9/18
65 T13452436 g3 3/9/18
66 T13452437 g4 3/9/18
67 T13452438 h1 3/9/18
68 T13452439 h2 3/9/18
69 T13452440 j2 3/9/18
70 T13452441 13 3/9/18
71 T13452442 j5 3/9/18
72 T13452443 j7 3/9/18
2 of 2
Job Truss Truss Type Qty Ply Ba k SglBaro®Iona-A or C_TRAY
T13452444 'I
IP2392ACT J7T ISPECIAL 3 1 '
s i j
Mid-Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:21 2018 Page i
ID:ItiEj_2vgrkv4uEJUYC2jFzkfng-jjbOJDZBUeQKO?QraoE7N5NTFJCIgMCgXJpOa2zcgau
7-Q-0I^1-0-02-1-12 0-1-12 4-8-8 Scale =
1 21 7 2x4=_
LOADING (
pst) SPACING- 2-0-0 CSI. TCLL
20.0 Plate Grip DOL 1 25 TC 0,78 TCDL
10,0 Lumber DOL 1_25 BC 0,33 BCLL
0.0 Rep Stress Incr NO WB 0,00 BCDL
100 Code FBC2017/TPI2014 Matrix -MP LUMBER -
TOP
CHORD 2x4 SP No.1 BOT
CHORD 2x4 SP No.2 WEBS
2x4 SP No.3 REACTIONS. (
lb/size) 4=214/Mechanical, 2=352/0-3-8, 5=49/Mechanical Max
Hors 2=143(LC 12) Max
Uplift 4=-101(LC 12), 2=-91(LC 12) Max
Grav 4=214(LC 1), 2=352(LC 1), 5=99(LC 3) FORCES. (
lb) - Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown. DEFL.
in (loc) I/deft L/d PLATES GRIP Vert(
LL) 020 3 >394 240 MT20 244/190 Vert(
CT) 0.31 3 >263 180 Horz(
CT) 0.16 5 n(a n/a Weight:
25 lb FT = 20% BRACING -
TOP
CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT
CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES-
1)
Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=42psf, BCDL=3.Opsf, h=25ft, 6=45ft; L=24ft, eave=4ft, Cat. II;
Exp 6, EnCL, GCpi=0 18, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, intenor(1) 2-0-0 to 6-11-4 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 101 lb uplift at joint 4 and 91 lb uplift at joint
2. 6)
Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. This
item has been electronically
signed and sealed
by ORegan, Philip, 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. Philip
J. D`Regan PE No.58126 Illi
USA, Inc. FL GaR6634 690A
Parke Ead Blvd. Tampa FL 33610 Date:
March
9,2018 WARNING •
Vorryy design parameters and REAR NOTES ON THIS AND INCLUDED MtTEK REFERENCE PAGE M11•7473 rev, 101e312015 BEFORE USE. Design
valid for use only with MiTekW 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 indicatedis to prevent buckling ofindividualtruss web and/or chord members only. Adtlaional temporary andpermanent bracing M NT k' isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage- For general guidance regarding the fabrication,
storage,. delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, OS549 and BCSI Building Component 6904 Parke East Blvd, Safety
Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alemndna, VA 22314. Tampa, FL 36610
Job 'Truss Truss Type oty Ply -Park aq/Barcelona-A or C_-TRAY IiT13452445
P2392ACT KJ2 JACK 2 1
Mid -Florida Lumber, Bartow, FL. SA30 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10.52:23 2018 Page 1
ID:ItiEi_2vgrkv4uEJUYC2jFzkf ng-f6j9jvbO?Fg2FIZDhDGbSWSzz6xY8Gi7?dlvfxzcgas
1-5-0 4-0-1 '
2x4
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1,25 1 TC 0,19
TCDL 10.0 Lumber DOL 1,25 BC 0.16
BCLL 0.0 Rep Stress Incr NO WB 0,00
BCDL 10.0 Code FBC2017ITP12014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No 2
REACTIONS, (lb/size) 3=94/Mechanical, 2=256/0-5-11, 4=47/Mechanical
Max Horz 2=75(LC 8)
Max Uplift 3=-49(LC 8), 2=-96(LC 8)
Max Grav 3=94(LC 1), 2=256(LC 1), 4=70(LC 3)
FORCES. 0b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale = 1:11.5
DEFL. in (loc) Udefl Ltd PLATES GRiP
Vert(LL) -0,01 4.7 >999 240 1 MT20 244/190
Vert(CT) -0,02 4-7 >999 180
Horz(CT) 0,00 2 n/a n/a j
Weight: 15 lb FT = 20'l
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins.
BOT CHORD Rigid ceiling 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, 6=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
2) This truss has been designed fora 10,0 psf bottom chord live load nonconcurrent with any other live loads.
3) ` This truss has been designed for a live load of 20Apsf 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 49 Ito uplift at joint 3 and 96 lb uplift at
joint 2.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 27 lb up at
1-6-12, and 3 lb down and 27 Ib up at 1-6-12 on top chord, and 2 lb up at 1-6-12, and 2 lb up at 1-6-12 on bottom chord- The
design/selection of such connection device(s) is the responsibility of others.
7) 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 and1) Dead + Roof Live (balanced): Lumber Increase=t 25, Plate Increase=1,25
sealed by ORegan, Philip, PEUniformLoads (plf)
Vert: 1-3»-60, 4-5=-20 using a Digital Signature.
Concentrated Loads (lb) Printed Copies of this
Vert_ 9=4(F=2, B=2) document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. D`Regan PE No.56126
Iiii USA, Inc, FL Gait6634
69U Parke East Blvd. Tampa PL 33610
Date:
March 9,2018
WARNING - Verify dasign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE VII.7473 rev. 1010312015 BEFORE USE.
Design valid far use onlywith 6AT@MB 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 ofindividual truss web and/or chord members only Additional temporary and permanent bracing (1 A ":1.R" Is always required for stability and to prevent collapse with possible personal injury and property damage MForgeneralguidanceregardingthe 1
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt QualityCriteria, DSB-89 and SCSI Building Component I
Safer Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314, 4 P Tamp Parka East Blvtl.
y Tampa, Ft 36610
Job Truss Truss Type Qry Ply Rark Sq/Barcelona-A or C_TRAY
jR2392ACT KJ3 iJACK 2 1
T13452446
L.— _ _ _—_ .._ leaRQfe rice t tgpjgB
Mid -Florida Lumber, Bartow, FL. 8130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:24 2018 Page 1
ID:ItiEj_2vgrkv4uEJUYC2jF zkFng-71HXxFcOmZovtS8OFxnq?j?7iWGStjyHDH 12BNzcgar
1-6-0 4-1-14
1-6-0 4-1-14
Scale = 1:18.7
5
2x4 II
LOADING (psf) i SPACING- 2-0-0 CSI, DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0,25 Vert(LL) 0.04 4-5 >999 240 MT20 244/190
TCDL 10.0 i Lumber DOL 1 25 BC 0,24 Vert(CT) 0.04 4-5 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0,00 Horz(CT) -0,06 3 n/a n/a
BCRL 10.0 Code FBC2017f7P12014 Matrix -MR Weight: 17 lb FT = 20°f
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals_
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=78/Mechanical, 5=231/0-11-5, 4=33/Mechanical
Max Horz 5=127(LC 8)
Max Uplift 3=-86(LC 8), 5=-149(LC 8), 4=-39(LC 8)
Max Grav 3=78(LC 1), 5=231(LC 1), 4=70(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=15ft; 6=45ft; L=24ft; eave=4ft; Cat.
11' Exp B; Part. Encl., GCpi=0.55, MWFRS (directional); end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 pst 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 86 lb uplift at joint 3, 149 lb uplift at joint
5 and 39 Ito uplift at joint 4_
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 101 lb up at 1-6-12, and 101 lb
up at 1-6-12 on top chord, and 45 lb up at 1-6-12, and 45 lb up at 1-6-12 on bottom chord. The designtselection of such
connection device(s) is the responsibility of others_
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6), This item has been
LOAD CASE(S) Standard electronically signed and
1) Dead e Roof Live (balanced): Lumber increase=1.25, Plate Increase=1.25 sealed by QRegan, Philip, PE
Uniform Loads (pif) using a Digital Signature.
Vert: 1-2=-60, 2-3=60, 4-5=-20 Printed Copies of this
Concentrated Loads (lb)
signed nt are netVert: 6=66(F=33, B=33) 7=7(F=3, B=3) and thesignedandsealedandthe
signature must be verified
on any electronic copies.
Philp J. 0`Regan PE No.88126
Ill USA, Inc. FL Cart 6634
6994 Parka East Blvd. Tampa FL 33619
Date:
March 9,2018
WARNING - verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, f0/03/2018 BEFORE USE.
Design valid for use only with 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 mustverity the applicability ofdesign parameters and properly incorporate this design into theoverall
building design. Bracing indicated is to prevent bucKling ofindividual truss web and/or chord members only. Additional temporary and permanent bracing rt 'F'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M'li
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, US849 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 T uss Truss Type ty Ply Park SgtBarcelona-A or C TRAY
2392ACTiKJS JACK I
2
i j T13452447 1 m
LL —1 141
U !eSgttq? GVpSLona) ----- -- _._ Mid-
Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52.25 2018 Page 1 I
D:ItiEj_2vgrkv4uEJUYC 2iFzkFng-b VgvBbceXtwmVcjcpel3XxX9ywW8cACQSxnbjpzcgaq 1-
5-0 i- 3-9-6 7-0-14 1-
5-0 Scale =
1:16.7 3x4 =-
LOADING (
psf) SPACING- 2-0-0 ( CSI. ( DEFL. in (Ioc) I/deft L/d PLATES GRIP TCLL
20,0 Plate Grip DOL 1,25 TC 0.80 Vert(LL) -0.11 4-7 >781 240 MT20 2441190 TCDL
10.0 t Lumber DOL 1,25 BC 0-60 Vert(CT) -0,25 4-7 >341 180 BCLL
0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 nla n/a BCDL
100 Code FBC20171TP12014 Matrix -MP Weight: 24 Ib FT = 20% 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 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (
lb/size) 3=183/Mechanical, 2=375/0-5-11, 4-95iMechanical Max
Horz 2=108(LC 8) Max
Uplift 3=-79(LC 8), 2=-118(LC 8) Max
Grav 3=183(LC 1), 2=375(LC 1), 4=129(LC 3) FORCES. (
lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES.
1)
Wind: ASCE 7-10, Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; 13=45ft; L=24ft; eave=4ft; Cat. 11;
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 79 Ito uplift at joint 3 and 118 lb uplift at joint
2. 6)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 Ib down and 11 lb up at 1-
6-12, 3 lb down and 11 Ib up at 1-6-12, and 3 Ib down and 44 lb up at 4-4-12, and 3 Ib down and 44 lb up at 4-4-12 on top chard, and
2 lb up at 1-6-12, 2 to up at 1-6-12, and 5 lb down at 4-4-12, and 5 Ib down at 4-4-12 on bottom chord. The design/selection of
such connection device(s) is the responsibility of others. 7)
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 electronically
signed and LOADCASE(S) Standard 1)
Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 sealed by ORegan, Philip, PE Uniform
Loads (plf) using a Digital Signature. Vert:
1-3=-60, 4-5=-20 Printed copies of this Concentrated
Loads (lb) document are not considered Vert: 10-4(F=2, B=2) 11=-IO(F=-5, 6=-5) signed and sealed and the signature
must be verified on
any electronic copies. PhilipJ. O'Regan PE No.58128 MiTek
USA, Inc. FL Cart 8834 6904
Parke East 8hid. Tampa FL 33610 Date:
March
9,2018 A
WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED a?I7EKREFERENCE PAGE 41114473 rev, 1010,112015 BEFORE USE - Design
valid for use only with MiTek® connectors. This design isbased only upon parameters shown, and is for an individual building component. not a
trusssystem. Before use, the building designer mustverify the applicability of design parameters and properly incorporate this design into the overall building
design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing ( A yTteR.. is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageMForgeneralguidanceregardingthetfabrication, storage, delivery.
erection and bracing of trusses and truss systems, see ANSIITPIi Quality Criteria, DSB-89 and BCSI BuildingComponent f 6904 Parke East Blvd. Safety Information availablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Ate mine. VA 22314, Tampa, FL 36610
Job Truss Truss type rQty Ply Parrce kScjialona-A or C TRAY T13452448
P2392ACT
KJ7 JACK 5 1 Referen5ie-(
4PSignai .._.._.— Mid -
Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10 52:26 2018 Page i 1
D:ItiEi_2vgrkv4uEJUYC2jFzkFng-3hOHMxdGiA2d6rnioNMgl484RF KuvLYnZha W9FFzcgap 1-
5.0 5-2-5 9-10-13 1-
5-0 5-2-5 4-8-8 Scale =
1_21.9 2x4 -.
1.5x4 I! S 3x4 =
LOADING (
psf) SPACING- 2-0-0 CSI. TCLL
20.0 Plate Grip DOL 1,25 j TC 0,38 TCDL
10.0 Lumber DOL 1,25 BC 0.43 BCLL
0.0 Rep Stress Incr NO WB 0 36 BCDL
10.0 Code FBC20171TP12014 j Matnx-MS LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SP No.2 WEBS
2x4 SP No.3 REACTIONS. (
lb/size) 4=128/Mechanical, 2=511/0-5-11, 5=328/Mechanical Max
Horz 2=142(LC 8) Max
Uplift 4=-70(LC 8), 2=-148(LC 8), 5=-69(LC 8) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=-775/136 BOT
CHORD 2-7=-208/708, 6-7=-208/708 WEBS
3-7=0/275.3-6=-769/225 DEFL.
in (loc) Well L/d PLATES GRIP Vert(
LL) 0.03 6-7 >999 240I MT20 244/190 Vert(
CT) -0.07 6-7 >999 180 Horz(
CT) 0.01 5 nla n/a Weight:
42 lb FT = 20% BRACING -
TOP
CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT
CHORD Rigid ceiling 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; 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 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 70 lb uplift at joint 4, 148 lb uplift at joint 2
and 69 lb uplift at joint 5. 6)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at 1-
6-12, 3 lb down and 11 ib up at 1-6-12, 3 lb down and 44 lb up at 4-4-12, 3 lb down and 44 lb up at 4-4-12, and 27 lb down and 77
lb up at 72-11, and 27 lb down and 77 lb up at 7-2-11 on top chord, and 2 Ib up at 1-6-12, 2 lb up at 1-6-12, 5 lb down at 4-
4-12, 5 lb down at 4-4-12, and 20 lb down at 7-2-11. and 20 Ib down at 7-2-11 on bottom chord_ The design/selection of such connection
device(s) is the responsibility of others. 7)
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:
1-4=-60, 5-8=-20 Concentrated
Loads (lb) Vert:
13=-53(F=-27, 6=-27) 14=4(F=2, B=2) 15=-10(F=5, 8=-5) 16=-35(F=-17, B=-17) WARNING •
Vertty design parametersand READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE af&T473 rev, 10/03/2015 BEFORE USE. Design valid
for use only wall MiT00 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss
systemBefore use, the building designer must verify the applicability of design parametersand properly incorporate this design into the overall building design_
Bmang indicated Is to prevent bucxitng of individual truss web and/or chord members only. Additional temporary and permanent bracing is always
required forstability 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 ANSIITF41 Quality Criteria, DS849 and SCSI Building Component Safety InformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. This item
has been electronically signed
and sealed by
ORegan, Philip, 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. Philip J.
O'Regan PEFlo.86126 MiTek USA,
Inc. FL Cert6634 6904 Parka
East Blvd, Tampa FL 33610 Date; March
9,
2018 Nil MiTek'
6904
Parke
East Blvd - Tampa, FL
36610
r_ _ __---_----_____... _ -. .....
S__q_..___.....----.....------—.----_ I Job Truss ITruss Type I Oty Ply I1FPark/Barcelona-A -arc or C_TR.AYT13452449
P2392ACT
KJ7T SPECIAL Mid -
Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:27 2018 Page 1 I
D:ItiEj_2vgrkv4uEJUYC2jFzkFng-XtyfZHeu3UAUkwt?w3LXdMdV ij6b40?jwEGioizcgao 1-
5-Q 3-2-2 6-A-11 9-10-13 1-
5-0 3-2-2 3-2-9 - - 3-6-1 --i Jx4
4x4 =
LOADING (
psf) SPACING- 2-0-0 CSI, TCLL
200 Plate Grip DOL 1.25 TC 0.82 TCDL
100 Lumber DOL 1,25 BC 0.92 BCLL
0.0 Rep Stress Incr NO WB 0.30 SCOL
10.0 Code FBC2017/7PI2014 Matrix -MS LUMBER -
TOP
CHORD 2x4 SP OSS BQT
CHORD 2x4 SP No.2 'Except' 3-
9: 2x4 SP No.3, 3-6: 2x4 SP No.1 WEBS
2x4 SP No.3 REACTIONS.
lb/size) 5=70/Mechanical, 2=500/0-5-11, 6=367/Mechanical Max
Hoe 2=142(LC 8) Max
Uplift 5=-40(LC 8), 2=-148(LC 8), 6=-101(LC 8) FORCES. (
lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP
CHORD 3-4=-1015/253 SOT
CHORD 3-8=-312l978, 7-8=-3131981 WEBS
4-8=-27/299, 4-7=-1056/337 Scale =
1 21.4 DEFL.
in (loc) I/ciefl L/d PLATES GRIP Vert(
LL) -0-23 3-8 >521 240 MT20 244190 Vert(
CT) -0A7 3-8 >253 180 Horz(
CT) 0,18 6 nla n/a Weight`
40 lb FT = 20% BRACING -
TOP
CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins. BOT
CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES-
1)
Wind: ASCE 7-10: Vu@=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; 8=45ft; L=2411; eave=4ft, 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 chard 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 40 lb uplift at joint 5, 148 lb uplift at joint 2
and 101 lb uplift at joint 6. 6)
Hanger(s) or other connectiondevice(s) shall be provided sufficient to support concentrated load(s) 3 Ib dawn and 11 lb up at 1-
6-12, 3 lb down and 11 lb up at 1-6-12, and 33 lb down and 76 lb up at 7-2-11, and 33 lb down and 76 lb up at 7-2-11 on top chord,
and 2 lb up at 1-6-12, 2 lb up at 1-6-12, at 4-4-12, at 4-4-12, and 2 lb down at 7-2-11, and 2 lb down at 7-2-11 on bottom chord.
The designtselection of such connection device(s) is the responsibility of others. 7)
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:
1-3=-60, 3-5=60, 9-10=-20, 3-6=-20 Concentrated
Loads (lb) Vert:
14=-66(F=-33, 8=-33) 15-4(F=2, 6=2) 17=-2(F=-1, S=-1) WARNING -
Vanity des/gin parameters and READNOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1b7473 rev. 10/03/2015 BEFORE USE. Design
valid for use only with 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 veritythe applicability of design parameters and property incorporate this designinto 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 of trusses and truss systems, see ANSI/TP11 Quality Criteria, 058-89 and SCSI Building Component Safety
Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. This
item has been electronically
signed and sealed
by ORegan, Philip, 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. Philip
J.ORegan PE No.56126 MiTek
USA, Inc. FL Cart 6634 6904
Parke East @hid. Tampa FL 33610 Cate:
March
9,2018 MiTek^
6904
Parke East Blvd, Tampa,
FL 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C TRAY
T13452450
P2392ACT M1 iJACK 1 1 j
Refermg_(optionall___---
Mid-Flonda Lumber, Bartow, FL_ 8_130 s Sop 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:27 2018 Page i
ID 1tiE)_2vgrkv4uEJUYC2jFzkF ng-XtyfLHeu3UAUkwt?w3LXdMdbKj7Q44hjwEGioizcgao
5-0-0
Scale = 1:17 0
3x4 =_
2x4 11
LOADING (psf) SPACING- 2-0-0 CSI, I, DEFL, in (loc) Ildefl Lld PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 25 TC 0,42 Vett(LL) -0.05 3-5 >999 240 MT20 244t190
TCDL 10-0 Lumber DOL 1.25 BC 0,86 Vert(CT) -0.10 3-5 >592 180
BCLL 0.0 Rep Stress Incr NO WS 0.00 Horz(CT) 0,00 3 n/a nia
BCDL 10_0 j Code FBC20171TPI2014 Matrix -MP Weight- 23 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins,
BOT CHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-0-9 oc bracing.
REACTIONS. (lb/size) 1=513t0-3-8, 3=5971Mechanical
Max Horz 1=81(LC 8)
Max Uplift 1=-110(LC 8), 3=-177(LC 8)
FORCES. (lb) -Max, Comp,/Max. Ten_ -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10, Vuit=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, SCDL=3.0psf; h=25ft; 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
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 20-0psf 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 110 lb uplift at joint 1 and 177 lb uplift at
joint 3.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 lb down and 41 lb up at
1-1-13, and 606 Ib down and 181 lb up at 3-0-12 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). This Item has been
electronically signed andLOADCASE(S) r Standard sealed by QRegan, Philip, PE1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf) Using a Digital Signature.
Vert: 1-2=-60, 1-3=-20 Printed Copies of this
Concentrated Loads (lb) document are not consideredVert: 5=-116(B) 6=-606(B) signed and sealed and the
signature must be verified
on any electronic copies.
Philip J. O'Ragan PE No.58126
MiTak USA, Ina. FL Cart 6634
6904 Parka East Blvd. Tampa FL 33610
Data;
March 9,2018
WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED Mi REFERENCE PAGE M11-7473 rev. f010312015 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 .
atruss 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. Additionaltemporary and permanent bracing `',kIl' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the A 1r,
fabrication, storage:, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 1 6904 Parke East BlvdSafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 36610
Job Truss 1 Qry Ply Park Sq/Barcelona-A or C TRAY
P2392ACT iM2 7russiype
JACK
T13452451
I
Mid -Florida Lumber, Barlow, FIL, 8,130 s Sep 15 2017 MiTek Industries, Inc, Fri Mar 9 10:52:28 2018 Page 1
10:ltiEi_2vqrkv4uEJUYC2jFzkFng-?4W2ndfXqoJLM4$BUnsm9Z9(ii7alp>(X$Bu?GK8zcgan
5-0-0
5-0-0
Scale = 1 17 0
3X4 =
2X4 it
Pt4q_Q IS - --Llk 1 -8 Ed el,
LOADING (psf) SPACING- 2-0-0 csk OEFL, in (loc) Ildefl LJd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1,25 TC 034 Vert(LL) -003 35 '999 240 MT20 244/190
TCDL 10,0 Lumber DOL 1,25 BC 044 Vert(CT) -006 3-5 >972 180
BCLL 0,0 Rep Stress Incr NO WEI 000 Horz(CT) 0,00 3 n/a n1a
BCDL 10'0 Code FBC2017rrPI2014 Matrix -MP Weight: 23 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purfins,
BOT CHORD 2x6 SP No,2 except end verticals.
WEBS 2x4 SP No,2 SOT CHORE) Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=46310-3-8, 3=349/Mechanical
Max Horz 1-81 (ILC 8)
Max Uplift 1 =- 121 (LC 8), 3=- 125(LC 8)
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; BCOL=3.Opsf ' h=25ft; B=4511; L=24ft: eave=4ft; Cat.
11; Exp S, Encl., GCpi=0,18: MWFRS (directional); Lumber DOL-1,60 plate grip DOL=l 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 20.0psf 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 ofwithstanding 121 lb uplift at joint 1 and 125 lb uplift at
joint 3,
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 235 lip down and 92 lb up at
0-10-12, and 188 lb down and 88 lb up at 2-10-12 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
7) 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
electronically signed andLOADCASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1 .25 sealed by ORegan, Philip, PE
Uniform Loads (pit) using a Digital Signature.
Vert: 1-2-60, 1-3-20 Printed copies of this
Concentrated Loads (lb) document are not considered
Vert: 5=-235(F) 6=-188(F) signed and sealed and the
signature must be verified
an any electronic copies, Philip J. ORligan PE No.$8126
WTok USA, Inc. FL Cort 6634
GRU Parke East Blvd, Tamps FL 3361D
Date;
March 9,2018
AA, WARNING • Verily design Pararri and READ NOTES ON THIS AND INCLUDED IWTEK REFERENCE PAGE Will-7473 rev. 101(i BEFORE USE.
Design valid for use only with MiTeM connectors, This design is eased only upon parameters shown, and is for an individual building component, not
atruss system, Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overallbuildingdesign. Bracing indicated is to prevent buckling ofIndividual truss web ancilor 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 MiTek'
fatinca(ion, storage, delivery, erection and bracing of trusses and truss systems, see ANSItTPH Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East BlvdSafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610
Job Truss lTntss Type Qty Ply Park Sq/Barcelona-A or C_TRAY-
P2392ACT IAi iHIP 1 i
T13452380
Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MITek Industnes, Inc. Fn Mar 9 10:51:22 2018 Page 1
ID:ItiEj_2vgrkv4uEJUYC2jF zkF(ig-xNX5w2r7N W_iRwPVdvgHUeQObX_OLXh9zdOmOzzcgbp
4-9-11 9-0-13 134-0 1610-0 211-3 25-4-5 30-2-0
4-4-11 4-3-3 4-3-3 3-6-0 4-33 4-3-3 4-9-11
Scale = 1 50.9
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
O
19 -_ _-14 13
4x10 3x6 II 7x6 =
4x8
4
4x5 --
12 __ _. 11 --.- -- --10 - _- 9
44 r 3x8 = 7x6 = 2x4 iI 410
LOADING (psf} SPACING- 2-0-0 CSL DEFL, in loc) I/deft L/d PLATES GRIP
TCLL 20.0 I Plate Grip DOL 1,25 TC 0,81 Vert(LL) -0 23 12-13 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1,25 BC 0,72 Vert(CT) -0,46 12-13 >792 180
BCLL 0.0 i Rep Stress Incr NO WS 0.63 Horz(CT) 0,13 8 n/a nla
BCDL 10.0 Code FBC2017ITP12014 Matnx-MS Weight: 398 lb FT = 20`!
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-12 oc purlins
BOT CHORD 2x6 SP DES `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
10-13: 2x6 SP No.i
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=6305/0-3-8, 8=6011/Mechanical
Max Horz 1=137(LC 7)
Max Uplift 1=-1760(LC 8), 8=-1695(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-11838/3391, 2-3=-9838/2913, 3-4=-7860/2387, 4-5=-7140/2203, 5-6=-7969/2413,
6-7--10128/2961,7-8=-12088/3443
BOT CHORD 1-14=-2985/10568, 13-14=-2985110568, 12-13=-2474/8723, 11-12=-1954/7033,
10-11=-2517/8978, 9-10=-3031110793, 8-9=-3031/10793
WEBS 2-14=-373/1607, 2-13=-2070/572, 3-13=-692/2475, 3-12=-2573/793, 4-12=-933/3087,
4-11=-1391367, 5-11=-990/3329, 6-11=-2801/819, 6-10=-724/2729, 7.10=-20311576, 7-9=-375/1568 NOTES- 1) 2-
ply truss to be
connected
together with 10d (0.131"x3') nails as follows: Top chards 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 (6) 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) Unbalanced roof live loads have been
considered for this design. 4) Wind: ASCE 7-10, Vult=140mph (
3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft, 8=45ft; L=30ft; eave=4ft, Cat. 11; Exp B. Encl., GCpi=0.18,
MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water
ponding- 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) Refer to girder(s) for truss
to truss connections. 9) Provide mechanicalconnection (by others) of
truss to bearing plate capable of withstanding 100 lb uplift at joint($) exceptJt=1b) 1=1760, 8=1695. A&UR tW •
RAFY Ligin parameters and
READ NOTES ON rMIS AND INCLUDED 411TEK REFERENCE PAGE 11,1111.7473 rev. 10/03/2015 BEFOREUSE, Design valid foruse only with MITek01
connectors- This design is based only uponparameters shown, and is for an individual building component, not a trusssystem- Before use, the building
designer must verify the applicability of design parameters and property incorporate this assign 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
preventcollapse with possible personal injury and property damage- For general guidance regarding the fabrication, storage, delivery, erection and bracing of
trusses and truss systems, see ANffirTPtt Quality Criteria, D$5-89 and SCSI Building Component Safety Information available from Truss Plate Institute,
218 N. Lee Street, Suite 312, Alexandria, VA 22314. P TQ This item has been electronically
signed
and
sealed by ORegan, Philip,
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. Philip I O'
Regan PE No.S9126
MiTak USA, Inc. FL Cart $634 6904
Parka East Blvd. Tampa FL 33610
Data: March 9,2018 1Ml i Welk'
6904
Parke East Blvd.
Tampa, FL
36610
Job Truss Truss Type Qty Ply Park SgBarcelona-A or C TRFlY
T13452380iiP2392ACTjA1HIP 1 i r
Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:51:22 2018 Page 2
I D:ItiEj_2vgtkv4uEJUYC2jFzkFng-xNX5w2r7 NW_iRwPVdvgHUeOObX_OLXh9zdOmOzzcgbp
NOTES-
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 640 lb down and 165 lb up at 0-4-0, 624 lb down and 174 lb up at
2-4-0, 624 lb down and 174 lb up at 4-4-0, 624 lb dawn and 174 lb up at 6-4-0, 619 lb down and 228 lb up at 8-4-0, 619 lb down and 210 lb up at 10-4-0, 616 lb down
and 209 lb up at 12-4-0, 611 lb down and 221 lb up at 14-4-0, 611 lb down and 221 lb up at 15-10-0. 616 lb down and 209 lb up at 17-10-0, 619 lb down and 210 lb up
at 19-10-0, 616 lb down and 180 lb up at 20-7.4. 616 lb dawn and 180 Ib up at 22-7-4, 616 lb down and 180 lb up at 24-7-4, and 616 lb down and 180 lb up at 26-7-4,
and 616 lb down and 182 lb up at 28-7-4 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=1,25, Plate Increase=1.25
Uniform Loads (pit)
Vert; 1-4=-60, 4-5=-60, 5-8=-60, 1-8=-20
Concentrated Loads (lb)
Vert: 19=-640(F) 20=-624(F) 21=-624(F) 22=-624(F) 23=-619(F) 24=-619(F) 25=-616(F) 26=-611(F) 27=-61l(F) 28=-616(F) 29=-619(F) 30=-616(F) 31=-616(F)
32=-616(F) 33=-616(F) 34=-616(F)
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MO-7473 rev. 10/03/2015 BEFORE USE,
Design valid for use only with MITakill, 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 mustverify the applicability of design parameters and property incorporate thisdesign into the overall
building design. Bracing indicated is to prevent buckling ofindividual trussweb andtor chord members only. Additional temporary and permanent bracing Il A (T 1. flisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage_ For general guidance regarding the (Y 1
fabrication, storage, dairy", erection and bracing of trusses and truss systems. see ANSIfTPII Quality Criteria, QSB49 and BCSI Building Component ( 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alemmina, VA 22314, Tampa, FL 36610
Job r_._--- Truss Truss Type Qty Pfy Park Sgiearcelona-A or C_TRAY
T13452381
P2392ACT A2 HIP 1 i ;
Mid-Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, inc. Fri Mar 9 10:51,22 2018 Page 1
I D.ItiEj_2vgWv4uEJUYC2jFzkFng-xNX5w2r7N W_tRwPVdvgHUeQSwX31LZO9zdOmOzzcgbp
i_.__,_...—..... 6-3-4 12-0-0 i& 2-0 23-10-12 30-2-0 12-01
f-3 4 5,8_t---------r--..._...----.._...-- 0- 2_05-8-126-3-4 Scale =
1.5Z2 3x4
5x5
3
21 22 23 5x5 =
12
11 `" " 9 8 1x4
it 3x4 = 3x4 == 3x8 ix4 1i 3x4 — iv
0t_._
PI
to ffset X Y}-(3Q 2-8 Q,4j j4;0 2 4_ r.---._......_..,__..___--
LOADING (
psf) SPACING- 2-0-0 1CSI, DEFL, in (loc) /deft L/d PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0,54 Vert(ILL) -0,05 12-15 >999 240 i MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0-44 Vert(CT) -0,11 12-15 1999 180 BCLL
0.0 I Rep Stress Incr YES i VVB 0,46 Horz(CT) 0.02 9 n/a n/a BCDL
10.0 Code FBC2017ffP12014 Matrix -MS Weight 152 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins. BOT
CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing_ WEBS
2x4 SP No.3 WEBS 1 Row at midpt 3-9 REACTIONS. (
lb/size) 1=587/Mechanical, 9=1575/0-3-8, 6=31210-3-8 Max
Horz 1=-132(LC 10) Max
Uplift 1-143(LC 12), 9=-365(LC 12), 6=-109(LC 12) Max
Grav 1=615(LC 21), 9=1575(LC 1), 6=369(LC 22) FORCES. (
lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP
CHORD 1-2=-956/312, 2-3=-4241198, 3-4=0/407, 4-5=-78/539, 5-6=-271/136 BOT
CHORD 1-12=-194/827. 11-12=-1941827, 9-11=0/317 WEBS
2-12=0/251, 2-11=-588/261, 3-11=-89/461, 3-9=-912/314,4-9=-550/243, 5-9=-586/260, 5-
8=0/251 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=251t; B=45ft, L=30ft, eave=oft; Cat. II;
Exp B; Encl., GCpt=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-3, Intenor(1) 3-0-3 to 12-0-0, Exterior(2) 12-0-0 to 22-
5-3, Interior(1) 22-5-3 to 31-2-0 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- This Item has been 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 electronically signed and willfitbetweenthebottomchordandanyothermembers, with BCDL = 10Opsf. sealed by ORegan, Philip, PE 6) Refer to girder(s) for truss to truss connections. 7)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) using a Digital Signature. 1=
143, 9=365, 6=109- Printed Copies Of this document
are not considered signed
and sealed and the signature
must be verified on
any electronic copies. Philip
J. O'Regan PE No.96126 Ill
USA, Inc. FL Celt 6634 6904
Parke East Blvd, Tampa FL 33610 Date:
March
9,2018 WARNING -
VeNly designparametersand READ NOTESON THIS AND INCLUDED MlTEK REFERENCE PAGE 4111-7473rev, 10/0712015 BEFORE USE. Design valid
for use only with MiTekdl 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 vod/y the applicability of design parameters and properly incorporate this design into the overall building design
Bracing indicated is to prevent buckling of individual trussweb and/or chord memners only. Additional temporary and permanent bracing t f: i always
radiated for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mi1":ek fabrication, storage, delivery,
erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DS549 and SCSI Building Component 6904 Parke East Blvd SafetyInformation available from
Truss Plate Institute, 218 N- tree Street. Suite 312, Alexandria, VA 22314, Tampa, FL 36610
lob ' Truss (Truss Type
r
6y Ply (Bark Sq/Barcelona-A or C_TRAY
I l T13452382
P2392ACTA4 iHIP 1 1
Job Reference o n I
Mid -Florida Lumber, Bartow, FL- 8,130 s Sep 15 2017 MiTek Industries, Inc_ Fri Mar 9 10:5123 2018 Page 1
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-PZ5T80s18p6Z34_hAcIBW1 sze_wNg4xwCHmJYPzcgbo
5-9-4 _ 11 2Cf-0 1S-1-Q 19-2-0 24-4-12 30-.0 31-2.0
5 9 4-- 5-2,12 4-i-0 4-1-0 5-2-12 5-9-4 1.0.0.
Scale = 1 51.2
4x4
3x4 -= 4x4 =
3 21 4 225
12 11 "' 10 9
3x4 = 1x4 it 5x6 = 3x8 = 1x4 i1 3x4 =-=
Y::
LOADING (psi) SPACING- 2-0-0 C$1. DEFL. in (loc) Well Lld
TCLL 20.0 Plate Grip DOL 1.25 TC 0,45 Vert(LL) 0,09 10-11 999 240
TCDL 10.0 Lumber DOL 1.25 BC OA6 Vert(CT) 0 18 10-11 999 180
BCLL 0-0 Rep Stress Incr YES WE;0,79 Horz(CT) 0,02 10 nla nia
BCDL 10.0 Code FBC20171TP12014 Matrix -MS
PLATE$ GRIP
MT20 2441190
Weight: 156 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5-4-9 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=616/Mechanical, 10= 1595/0-3-8, 7=262/0-3-8
Max Horz 1=-122(LC 10)
Max Uplift 1=-151(LC 12), 10=-367(LC 12), 7=-99(LC 12)
Max Grav 1=641(LC 21), 10=1595(LC 1), 7=317(LC 22)
FORCES, (lb) -Max, Comp,/Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1039/351, 2-3=-543/234, 3-4=-411/257, 4-5=-30/471, 5-6=-98/572
BOT CHORD 1-12=-234/892, 11-12=-234/892
WEBS 2-11=-546/255, 5-10=-475/195, 6-10=-5471254, 4-11=-161/570,, 4-10=-8841336 NOTES- 1) Unbalancedroof
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; 6=45ft; L=30ft; eave=4ft, Cat. 11; Exp B; Enc4,
GCpi=0.181 MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-3, Interior(l) 3-0-3 to 11=0-0, Exterior(2) 11-0-0 to 23-5-3, Interior(
1) 23-5-3 to 31-2-0 zone;GC 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 liveloads. 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 = 1 O.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 100 lb uplift at joint(s) 7 except (1t=lb) 1=151.10=367.
A WARNING - Vardy design
parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M747473 rev. 10/03/2015 BEFORE USE. Design valid for use
only with MiTek6 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 indicatedistopreventbucklingofindividualtrussweband/or chord members only. Additionaltemporary and permanent bracing is arways required for
stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rubrication, storage, delivery, erection
and bracing of trusses and truss systems, see ANSIITPI1 Quality Corona, DSB-89 and SCSI Building ComponentSafety Information available fromTrussPlateinstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314_ This item has been
electronically signed and sealed
by ORegan, Philip,
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.
Philip J. O'ReganPENo.58126 Vok USA, Inc, FL
Gait 6634 6604 Parke Eaat Blvd.
Tampa FL 33610 Date; March 9,2018
Mt
Ie 6904 Parke
East Blvd,
Tampa, FL 36610
I-,------ -- - - - ------ -- - - ---- - - - - ---- -! - -- TJobTrussTrussTypeCityPlyPark Scl/Barcelona-A or C _TRAY
T13452383
P2392ACT iA5 HIP
qb I __WqTnqe -(gpg9rdpj
Mid-Floncia Lumber, Barlow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:51,24 2018 Page 1
ID:ItiEi_2vqrkv4uEJUYC2jFzkFng-tmfrLktNv7EQgEZukKiIZ3Wp?KeKpSrRQx\/14rzcgbn
4-9-4 4-2-12 6-1-0 6-110 4-2,12 4-94 1-0-0
Scale = 1 51 1
4x4 ---- 3xe = 4x4
3 20 21 4 22 23 5
3x8 7= 3X8 = SX5 = 3xe - 3X8 =
LOADING (psf) SPACING. 2-0-0
TOLL 20.0 Plate Grip DOL 1,25
TCOL 10,0 Lumber DOL 1,25
BCLL 00 Rep Stress Incr YES
BCDL 10.0 Code FBC2017ITP[2014
csl. DEFL. in loc) I/detl Ud
TC 050 Vert(LL) 0 16 9-18 868 240
BC 0.82 Vert(CT) 0,37 9-18 369 180
W8 053 Horz(CT) 0,07 7 n1a n/a
Matrix -MS
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2 TOP CHORD
BOT CHORD 2x4 SP No, I BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1-1072/Mechanical, 7=1049/0-3-8, 10=35310-3-8
Max Horz 1--101(LC 10)
Max Uplift 1--254(LC 12), 7=-277(LC 12), 10=-86(LC 12)
FORCES. (lb) - Max, Comp,/Max, Ten, - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1983/711, 2-3=-1683/595, 3-4=-1461/580, 4-5=-1250/505, 5-6=-1452/514,
6-7=-1765/634
BOT CHORD 1-12=-564/1751, 11-12=-413/1573, 10-11=-41311573,9-10=-41311573,7-9=-50511562
WEBS 2-12=-3441226,3-12=-105/479,4-12=-264/76.4-9=-502/175,5-9=-65/407,
6-9=-3641233
PLATES GRIP
MT20 244/190
Weight: 149 lb FT = 20%
Structural wood sheathing directly applied or 3-10-0 oc purlins.
Rigid ceiling directly applied or 8-4-9 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=30ft, eave=4ffl Cat,
It: Exp 61 Encl., GCpi=O, 18, MWFRS (directional) and C-C Exlenor(2) 0-0-0 to 3-0-3, Intenor(l) 3-0-3 to 9-0-0, Exterior(2) 9-0-0 to
25-6-11, Interior(l) 25-6-11 to 31-2-0 zone,C-C for members and forces & MWIFRS 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 pst 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 100 lb uplift at joint(s) 10 except Ot=lb)
1=254,7=277,
WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mill-7473niv, 10/03/2015 BEFORE USE.
Design valid for use only with M(TekS connectors This design is eased only upon parameters snown, 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 ofindividual trussWet; 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, reaction and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, 0SB49 and BCSI Building ComponentSafetyInformationavailablefromTrussPlateinstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314
This item has been
electronically signed and
sealed by OReqan, Philip, 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. Philip J. C'Regan PE Na58124
Wait USA, Inc, FL Cart 6634
6904 Parke East Blvd. Tampa FL 3361D
Date:
March 9,2018
MiTek
69N Parke East Blvd
Tampa, Ft 36610
ob i Truss Truss Type Qry Ply Park Sq/Barcelona-A or C_TRAY
I j T13452384
P2392ACT A6 HIP 1 t
L9[[4Ua!1 i_
Mid-Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10;5126 2018 Page 1
ID:ItiE),-2vgrkv4uEJUYC2lFzkFng-g8mcmQveRkV8wYiGsliDeUb5x8QPHG6kuF 9kzcgbl
r1-0-0 3-9-4 7-0-0 11-6-0 15-1-0i-----
4 __.
h--- 18.8-0 23-2-0 26-4-12 30-2-0
N3 ...r._.._. 1-2-0
1-0-0 9-4 3-2 12 6 0 3-7-0 7.0 4.6.0...____.-{-.- 3-2.12 3-9-4 1-0-4
Scale = 1 52.4
4x8 =
1.5x4 it 4x8 = 1,5x4 !I 4x8 =
a nn I 4 23 245 25 6 26 7 27 28 8
3x4 = 3x4 = 6x6 - 5x5 -= 6x8 = 3x4 .= 3x4 =
x.....
0-2- 8 5-4 0- -0 14 2 8 0? Q1
LOADING (psf) SPACING- 2-0-0 i CS]. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 20.0 i Plate Grip DOL L25 TC 0.73 j Vert(LL) 0.05 16-19 >999 240 MT20 2441190
TCOL 10.0 Lumber DOL 1,25 BC 0.40 I Vert(CT) -0.12 16-19 >999 180
BCLL QA Rep Stress Ince NO WB 0,93 Horz(CT) 0-03 10 n/a n/a
BCDL 10,10 I Code FSC2017ITP12014 i Matnx-MS Weight 161 lb FT = 20F
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc puriins-
BOT CHORD 2x4 SP No,1 D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (Ib/size) 2=107610-3-8. 13=2996/0-3-8, 10=36410-3-8 Max Herz
2=82(LC 7) Max Uplift
2--326(LC 8), 13=-880(LC 8), 10=-117(LC 8) Max Grav
2=1086(LC 17), 13=2996(LC 1), 10=382(LC 18) FORCES. (lb) -
Max. Comp./Max- Ten. - All forces 250 (lb) or less except when shown, TOPCHORD 2-
3=-19201562, 3-4=-1711/512, 4-5=-1191/397, 5-6=-1191/397, 6-7=-272/1116, 7-8=-
272/1116, 9-1 0=-389/107 BOT CHORD
2-16=-435/1694, 15-16=-361/1513, 14-15=-68/282, 13-14=-68/282, 10-12=-31/335 WEBS 3-
16=-2731109, 4-16=-73/641, 4-15=-426/112, 5-15=-490/251, 6-15=-38411293, 6-13=-1914/558,7-13=-512/258,
8-13=-1537/439,8-12=-751644,9-12=-2791118 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=30ft; eave=41`1; Cat. II; 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 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 joints) except (jt=lb) 2=326,13=880,10=117- 7) Hanger(
s) or other connection device(s)
shall be provided sufficient to support concentrated load(s) 189 Ito down and 206 lb up at 7-0-0, 97 lb down and 106
Ile up at 9-0-12, 97 ib down and 106 lb up at 11-0-12, 97 lb down and 106 lb up at 13-0-12, 97 lb down and 106 lb up at 15-1-0,
97 lb down and 106 lb up at 17-1-4, 97 Ito down and 106 lb up at 19-1-4, and 97 lb down and 106 lb up at 21-1-4, and 189 Ito down and
206 lb up at 23-2-0 on top chord, and 327 Ito down and 97 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12, 66 lb down
at 13-0-12, 66 lb down at 15-1-0, 66 Ito down at 17-1-4, 66 lb down at 19-1-4, and 66 lb down at 21-1-4, and 327 lb down and
97 lb up at 23-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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: 1-4=-60, 4-
8=-60, 8-
11=-60, 17-20=20 c,j49b A1 '-`v Y es gn p4ramamrs
and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE MII-7479 rev. 1010312015 BEFORE USE. Design valid for use only wan MlTek)A
connectors. This design a based only uponparameters shown, and is for an individual building component, not a truss system. Before use, the building designer
must verity the applicabilityof design parameters and propertyincorporate 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 preventcollapsewithpossibiepersonalinjuryandpropertydamage. Forgeneral guidanceregarding the fabrication, storage, delivery, erection and bracing oftrusses
and truss systems, see ANSI(TPi1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate raiituto, 218N. Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed
by ORegan, Philip, 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.
Philip J. O'Regan
PE N08126 Wok USA,
Ina. FL Cart $434 6904 Parke
East Blvd, Tampa FL 33610 Date:
March 9,2018 MiTek 6904 Parke East
Blvd.
Tampa, FL 36610
Job ;Truss ;Truss Type Oty !Ply Park Sq/Barcelona-A or C_TRAY
T13452384
P2392ACT 'A6 UP I I
Mid-Flonda Lumber, Bartow, FL, 8,130 s Sep 15 2017 MiTek Industries. Inc. Fri Mar 9 10:51:26 2018 Page 2
ID:ItiEL2vqrkv4uEJUYC2jFzkFng-q$mcmQveRkV8wYiGsliDeUb5x8QPHG6kuF._9kzcgbI
LOAD CASES) Standard
Concentrated Loads (lb)
Vert: 4=-142(F) 8=-142(F) 16=-327(F) 14=-41(F) 6=-97(,F) 12=-327(F) 23=-97(F) 24=-97(F) 25=-97(F) 26=-97(F) 27=-97(F) 28=-97(F) 29=-41(F) 30=-41(F)
31=-41(F) 32=-41(F) 33=-41(F) 34=-41(F)
A WARNING Verify design parameters and READ NOTES ON TKS AND INCLUDED MTEK REFERENCE PAGE M01-7473rev. 1"312015 BEFORE USE.
Design valid for use onlywith MiTilivillconnectors, This design ss 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 ofdesign parameters and property incorporate this design into the overall
building design, Bracingindicated is to prevent Duckling ofindividual truss wet) and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapsewith possible personal injury and property damage For general guidance regarding the MiTek-
fabrication, storage, delivery, erection and bracing oftrusses and muss systems, see ANSi/TPI1 Quality Criteria, 038-89 and SCSI Building Component 6904 Parke East DIviL
Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312, Alexrmdrra, VA 22314 Tampa, FL 96610
Job 1 Truss Truss Type , oty Ply Park SglBareelona-A or C TRAY
T13452385
P2392ACT IB1 SPECIAL 1 - 2 IZ _...._____-----.. ..LJ4?f}.f.0 e.LgptLgn.l.
Mid -Florida Lumber, Bartow, FL. 8T 30 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:27 2018 Page 1
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-ILK_zmvGB2d'FXiHSPTGSBi8DOYhFOiqu 7vkXhAzcgbk
12-1-0 1 17- 14 5-4 16-it-4 19-2-4 21 & 4 _24 4 0
1-0-0 4-4-11 1-2-4 2-7-15 3-10-3 0-6-8 1-9-12 2-6-0 2-3-0 2-6-0 2-7.12
Scale 1 47.3
1 5x4 =
1.5x4 li
5 1 5.4 1+
3x4 = 19 1C it 1b lb 14 1S 12
2x4 (i 8x10 = 2x4 II 6x8 = 2x4 II 2x4 1i 8x8 = 314 111
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP
TCLL 20.0 Plate Grip DOL 1 00 TC 0,94 Vert(LL) -0.42 16-17 >697 360 MT20 2441190
TCDL 10,0 Lumber OOL 1.00 j BC 0,74 Vert(CT) -0,80 16-17 361 240 MT20HS 1871143
BCLL 0.0 Rep Stress Incr NO WB 0,96 Horz(CT) 0.06 12 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matnx-MS S Weight: 314lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins,
6-11 2x4 SP No,1 except end verticals.
BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
12-18: 2x6 SP DSS
WEBS 2x4 SP No.3 *Except*
6-18: 2x4 SP No.2
REACTIONS, (lb/size) 12=1607/0-4-0, 2=144810-8-0 Max
Horz 2=187(LC 12) Max
Uplift 12=-79(LC 12), 2=-176(LC 12) Max
Grav 12-1972(LC 2), 2=1518(LC 17) FORCES. (
lb) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=-2898/684, 3-4=-2631/654, 6-7=-115901'2868, 7-8=-11590/2868, 8-9=-8962/1904, 9-
10=-4075/751, 10-11=-4075/751, 11-12=-1680/305 BOT
CHORD 2-19=-778/2579, 18-19=-778/2579, 17-18=-3038/11202, 16-17=-3126/11496, 15-
16=-1904/8962, 14-15=-1904/8962, 13-14=-1904/8962, 12-13=-55/303 WEBS
6-17=-617/223, 7-16=-586/168, 8-15=-1028/309,9-14=-329/1286, 6-16=-335/401, 8-
16=-1033/2814, 11-13=-746/4039, 9-13=-5268/1235, 4-18=-940/3539, 6-18=-9284/2467, 3-
18--3391130, 4-6=-3471/1012 NOTES.
1)
2-ply truss to be connected together with 1Od (0-131"x3") nails as follows: This Item has been Top
chords connected as follows: 2x4 - 1 row at 0-7-0 oc. electronically signed and Bottomchordsconnectedasfollows: 2x6 - 2 rows staggered at 0-9-0 oc. by ORegan, Philip, PE Websconnectedasfollows: 2x4 - 1 row at 0-9-0 oc. Sealed 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 using a Digital Signature, ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Printed Copies of this 3)
Unbalanced roof live loads have been considered for this design, document are not Considered 4)
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. signed redand sealed and the 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-11-4, Exterior(2) 12-1-0 to
15-1-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 signature must be verified 5)
Provide adequate drainage to prevent water ponding. on any electronic Copies. 6)
All plates are MT20 plates unless otherwise indicated. Philip J.O`Regan PE Rc.56126 7)
This truss has been designed for a 10-0 psf bottom chord live load nonconcurrent with any other live loads. MiTek USA, Inc. FL Cart 6634 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 6904 Parke East Blvd. Tampa FL 33610 will
fit between the bottom chord and any other members. Oats: 9)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb} March 9,2Q18 2=176, r
iiQQ_IQ,Y p^+r0}hefer5 &rt i EA4TN0TES'QN N7ffi AND INCLUDED WTEK REFERENCE PAGE A?f1-7473 rev. 1010312015 BEFORE USE. @
tl N@61i f8 f1 9 $y with MiTeke, 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 i buildingdesign, Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracingA Q (E MRisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage- For generalguidance regardingthe fabrication,
storage, delivery, erection and bracing o(tiusses and truss systems, see ANSIITPIt Quality Criteria, DS"9 andSCSI Building Component 6904 Parke East Blvd. SafetyinformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Atexandna. VA 22314_ Tampa, FL 36610
Jo __-- . _ City TRAY ---___Mruss--__m6b iTrussTyp
iT13452385
P2392AUI B1
SPECIAL it Mid-Flonda
Lumber, Bartow, FL 8 130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51 27 2018 Page 2 I D:
ItiEj_2vgrkv4uEJUYC2jF zkFng-I LK_zmvGB2d?XiHSPTGSBi8DOYhF0iqu 7vkXhAzcgbk LOAD CASE(
S) Standard 1) Dead +
Roof Live (balanced): Lumber Increase=l-00, Plate Increase=1.00 Uniform Loads (
plf) Vert: 1-
5=-60, 6-11=-90, 2-12=-20 Concentrated Loads (
lb) Vert:25=-
706 WARNING - Verfty
design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE RAGE M0-T473 rev. 10/03/2015 BEFORE USE. Design valid
for use only with MiTinie connectors. This design is based only upon parameters shown, and is for an individual building component not 1 a truss
system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall j building design.
Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Il A T 1. ` Is always
required for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the I V { 1R. fabrication, storage,
delive erection and bracing of busses and truss systems, see 9 delivery, 9 Y ANSUTPI9 Quality Criteria, DSB-89 and SCSI Building Component i 6904 Parka East Blvd. Safety IntormatlanavailablefromTrussPlateInstitute, 218 N- tea Street Suite 312, Alexandria, VA 22314. j Tampa. FL 36610
I-f- TRAYJobTrussw !PlyT I
P2392ACT iB2 SPECIAL
Mid -Florida Lumber, Bartow, FL, 8,130 s Se, 15 2017 MITek Industries, Inc, Fri Mar 9 10:51:28 2018 Page I
to IbEi_2vqrkv4uEJUYC2iFzkFng-mXuMB6wuyMls9rsfzAtihlvgN6x2HI901LZT4Ddzcgbj
12-7-8 14-11-12 17-5-125-9-4 11-0-0 19-2-- -4 244-0
5-2-12 4-4 2-6-6 1-8-8 2-6-0 + 2- -125-9-4
Scale = 1 42 8
5x8
3x4
2X4 11 4X6 = 5x10 = 4x4 1I 5X8 = 2X4 II 2X4 i I 8X8 = 3X4 f1
1Z 9-Z-4 15 --Q
0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.00 1 TC 0,94 Vert(I-L) -0.45 16-17 1650 360 i MT20 244/190
TC1)L 100 Lumber DOL 1 00 Eic 0,69 Vert(CT) -0.87 16-17 >334 240
EICLL 0.0 Rep Stress Incr NO WEI 0,98 Horz(CT) 006 12 n/a n/a
6CDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight 301 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins,
BOT CHORD 2x6 SP No.2 *Except* except end verticals.
12-19 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 9-10-1 oc bracing.
WEBS 2x4 SP No,3 *Except'
5-17,4-18,6-18: 2x4 SP No,2
REACTIONS. (lb/size) 12=159710-4-0,2=1456/0-8-0
Max Horz 2=324(LC 12)
Max Uplift 12=-100(LC 12),2-166(LC 12)
Max Grav 12=1993(LC 17),2=1549(LC 17)
FORCES, (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-30461702, 3-4=-23501542, 6-17=-437/191, 6-7=-1147412937, 7-8-11474/2937, 8-
9=-898612008, 9-10=-4121/818, 10-1 1=-4121/818, 11-12=-16841329 BOT
CHORD 2-20-982/2813, 18-20=-982/2813, 17-18=-3332111833, 16-17=-3590112573, 15-
16=-200818986, 14-15=-2008/8986, 13-14=-200818986, 12-13=-581301 WEBS
3-20=-36/380, 3-18=-7471283, 4-18=-2042/7526, 4-6=-6957/2050, 6-18=- 11674/3135, 7-
16=-353/44, 8-15=-10061318, 9-14=-356/1336, 6-16=-1271/699, 8-16-99412665, 11-
13=-81414091, 9-13=-521 10275 NOTES-
1)
2-ply truss to be connected together with 10d (0. 131**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 0-9-0 oc. Webs
connected as follows: 2x4 - I row at 0-9-0 oc, Except member 18-6 2x4 - 1 row at 0-7-0 oc, 2)
All loads are considered equally applied to all plies, except if noted as front (F) or back (6) face in the LOAD CASE(S) section, Ply to ply
connections have been provided to distribute only loads noted as (F) or (6), unless otherwise indicated, 3)
Unbalanced roof live loads have been considered for this design. 4)
Wind: ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3,Opsf: h=15ft; B=45ft; L-24ft; eave=4ft ' Cat, It
Exp 8; Encl., GCpi=0,18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 11-0-0, Extenor(2) 11-0-0 to 12-
5-12, Interior(l) 12-5-12 to 24.2-4 zone,C-C for members and forces & MVVFRS for reactions shown, Lumber DOL=1.60 plate grip
DOL=1.60 5)
Provide adequate drainage to prevent water ponding. 6)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)
1 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) 12 except dt=lb) 2-
166, 9)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) , The design/selection of such an
and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1110-7473 1010312015 BEFORE USE. QV%-f%?N79rPRT.-,; This design is based only upon parameters shown, and s (or an ndividual buildng component, nor 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 individualtruss web and/or chord members only. Additional temporary and permanent bracing malwaysrequiredforstabilityandtopreventcollapsewithpossiblepersona( injury and prop" damage. For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11Quality Criteria, DSB-89 andSCSI 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 ORegan, Philip, 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. Philip
J. ORrigan PE No.58126 Iiii
USA, Inc. FL Cart 6634 6904
Parke East Blvd, Tampa FL 33610 Bate:
March
9,2018 Nil'
MiTek'
6904
Parke East Blvd Tampa,
Ft. 36610
Job Tir i's5- 16ty---TP-1Vly TRAY
P2392ACT IB2 SPECIAL I
T13452386
Mid Florida Lumber, Fallow, FL, 8130 s Sep 15 2017 MiTels Industries, Inc. Fn Mar 9 10*51 28 2018 Page 2
10:ltiEL2vqrkv4uEJUYC2iFzkFng-mXuMB6wuyMls9rsfzAtihjvqN6x2HI9oI LZT4Ddzcgbj
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (pin
Vert: 1-4=-60, 4-5=-60, 6-11 =-90, 2-12-20
Concentrated Loads (lb)
Vert: 6=-706
WARNING - Veralydesaginle—efeand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473rev. 1010312015 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 designparameters and property incorporate this design into the overall building
design Bracing indicated is to prevent buckling of individualtruss wet) and/or chord members only. Additional temporary and permanent bracing MiTek' isalwaysrequiredforstabilityandtopreventcollapsewill) possible personal injury and property damage For generalguidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCS(Building Component 6904 Parke East Blvd SafetyInformationavailablefromTrussPlateinstitute, 218 N. Lee Street. Suite 312, Alexandra. VA. 22314 Tampa, FL 36610
Job Truss Truss Type Oty 'Ply Park Sc/Barcelona-AorC TRAY
T13452387 I
P2392ACT B3 ISPECIAL ob e tigCoal) q_(qM_ Mid-
Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:29 2018 Page 1 ID:
ItiEj_2vqrkv4uEJUYC2jFzkFng-EjSkORxWjttjn?RrXulwG7DYjLMbUdZBaDDem3zcgbi 1-
0-0 4 9 4 -_Q i 14_ ...... Z 1-
1--0o 4-9-4 4-2-12 3-7-8 2-4-4 2-6-0 1-8-8 2-6-0 -7-12 2Scale =
1 43.3 08 =
24
I
5x4 11 25
5 3X4
2X4 11 8xl0 = 4X4 11 5,8 = 2X4 11 2X4 11 8X8 = 3X4 i I 2___
4 . . . . ...... 02-
01_LQ_Q7R-8 _03-41d18 0-A-12 0--,4 LOADING (
pso SPACING- u_u CS1. DEFL, in (loc) I/defl Lid i PLATES GRIP TCLL
200 Plate Grip DOL 1 00 TC 0.95 Vert(LL) -0,42 16-17 >699 360 MT20 2441190 TCDL
10,0 Lumber DOL 1 00 BC 075 Vert(CT) -0,80 16-17 >361 240 6CLL
0,0 Rep Stress Incr NO WB 0.95 Horz(CT) 0,06 12 nia nia BCOL
10.0 Code FBC20171TP[2014 Matrix -MS Weight: 295 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 1-11-5 oc purlins, BOT
CHORD 2x6 SP DSS *Except* except end verticals. 2-
18: 2x6 SP No. 2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS
2x4 SP No,3 'Except* 6-
18: 2x4 SP No.2 REACTIONS. (
lb/size) 12=1597/0-4-0,2-1456/0-8-0 Max
Harz 2=263(LC 12) Max
Uplift 12=-90(LC 9), 2=- 1 78(LC 12) Max
Grav 12=1981(LC 17),2=1547(LC 17) FORCES, (
lb) -Max. Comp,/Max. Ten, -All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=-2988/757, 3-4=-2716/703, 6-17=-507/205, 6-7=-11386/2822, 7-8=-11386/2822. 8-9--8918/
1931, 9-10=-4095/788, 10-1 1=-4095/788, 11-12=-1674/318 E30TCHORD 2-19--
96312751, 18-19=-96312751, 17-18=-3207/11635, 16-17=-3415/12316, 15-16=-1931/
8918. 14-15=-1931/8918, 13-14=-1931/8918, 12-13=-56/299 WEBS 3-18=-
3541158, 4-18--87013322, 4-6=-3259/992, 6-18=-9508/2471, 9-14=-341/1325, 8-15=-10071308,
7-16=-342138, 6-16=-1 173/634, 8-16-95512643, 11-13=-784/4065, 9-13=-5165/
1224 NOTES- 1) 2-
ply
truss to be connected together with 10d (0.131"xY) 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 (8), unless otherwise indicated, 3) Unbalanced roof
live loads have been considered for this design. 4) Wind: ASCE
7-10: Vult=140mph (3-second gust) Vasd=108mph ' TCDL=4,2psf; BCDL=3.Opsf; tj=15ft; 8=45ft. L=24ft; eave-41ii Cat, ll; Exp B,
Encl_ GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(l) 2-0-0 to 9-0-0, Extenor(2) 9-0-0 to 12-0-0,
interior(1) 12-5-12 to 24-2-4 zone:C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1,60 plate grip DOL=1,60
5) Provide adequate
drainage to prevent water ponding, 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) 12 except (jt=lb) 2=178, 9)
Hanger(s)
or other connection device(s) shall be provided sufficient to support concentrated load(s) The design/selection of such CQV%ft" X "
I andREAD NOTES ONTHIS AND INCLUDED MITIEK REFERENCE PAGE W1.7473 .V. 10103120 15 BEFORE USE. jj i PT-1Zconnectors- This design is based only upon parameters shown, and is for an individual building component, not a truss system.
Before use, the buildingdesigner must verify the applicability of design parameters and property incorporate this design into the overall building design. BracingindicatedistopreventDucklingatIndividualtrussweband/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 binding of trusses and trusssystems, see ANSIITPII Quality Criteria, USS-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 ORegan,
Philip, 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. Philip J. O'
Rqan PE No,58126 MiTilk USA, Inil,
FL Cart 6634 904 Parke East
Blvd. Tampa FL 33610 Date; March 9,
2018
MiTek' 6904 Parke
East
Sled. Tampa. FL 36610
T-r-u-s-s -T—yp-e- - - --- --- - -- --- o - -- - -- - ' ---- ---- - -- -- - - - - - 1JobTrusstyPlySci/Barceforia-A r C_TRAY
T13452387
P2392ACT B3 !SPECIAL it
e 9
Mid-Florida Lumber, Bartow, FL, 8,130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10 51,29 2018 Page 2
ID.ItiEL2vqrkv4uEJUYC2jFzkFng-EiSkORxqfqn?RrXulwG7DYjLMbUdZBaDDe(T)3zcgbI
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber IrI 1.00, Plate lncrease=1,00
Uniform Loads (pit)
Vert: 1-4=-60, 4-5=-60, 6-11 =-90, 2-12=-20
Concentrated Loads (lb)
Vert, 6=-706
WARNING - Verify d-limparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAC EM11-7473rev. 1010,112015 BEFORE USE.
Design valid for use only with MiTek1t, correctors, This design is based only upon parameters shown, and is for an individual building component, not
a truss system Before use, the building disslimermust 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 wide andfor chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal mury and prop" damage For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of musses and truss systems, see ANSIITP11 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 1 Tampa, Fl, 36610
I Job lTruss '!Truss Type y _1 RAY
T13452388
P2392ACT 64 ISPECIAL 1 L_3 RIe[p_qeLo ii _,j(qRaj) Mid -
Florida Lumber, Bartow. FL, 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:30 2018 Page I ID:
ItiEj_2vqrkv4uEJUYC2jFzkFng-ivO6cny8Uz?ZP9015bp9pKmjslhdD7dKptyBlVzcgbh 1-
0-0 3-9-4 7-0-0 1,84 24-44 2-
8-0 2-4-4 2-43-0 1-8-8 2-6-0 2-7-12 Scale =
1 43 3 mN
cM
4X8 --
4X6 -
25
5 26 2.
4 i! 3x4 =
2X4 ii 3x4 = 4X6 = 4X4 it 5X8 -= 2X4 i I2x4 11 6X9 = 3X4 II 4----
1-7 A- - ------- -- 7-!,
Z Plate
Offsets X Y JA 0-5-4 -2% C7 0-_3 4 0-3,41,11 qk-5 -44&1 00LOADING (
psf) SPACING- 2-0-0 CS1. DEFL. in lac) I/defl L/d PLATES GRIP TCLL
20,0 Plate Grip DOL 1,00 TC 0,92 Vert(LL) -042 17-18 >687 240 MT20 2441190 TCDL
100 Lumber DOL 1,00 BC 0.83 Vert(CT) -082 17-18 >355 180 BCLIL
00 Rep Stress Incr NO WB 0,77 Horz(CT) 0,07 13 n/a nia BCDL
10,0 Code FBC2017ITP12014 Matrix -MS Weight: 448 Itt FT = 20% LUMBER-
BRACING - TOP
CHORE) 2x4 SP No,2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purins, 7-
12: 2x4 SP No-1 except end verticals. BOT
CHORD 2x6 SP DSS *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-
20: 2x6 SP No.2 WEBS
2x4 SP No.3 *Except* 6-
18,7-19,7-17,9-17,12-14,10-14: 2x4 SP No, 2 REACTIONS. (
lb/size) 13=2529/0-4-0, 2=235410-8-0 Max
Herz 2=202(LC 8) Max
Uplift 13=-341 (LC 5), 2=-446(LC 8) Max
Grav 13=3512(LC 2), 2=2376(LC 2) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=-4910/871, 3-4=-47081875, 4-5=-53751945, 5-6=-337133, 7-18--161/317, 7-
8=-18798/2775, 8-9=-18798/2775, 9-10--14658/1864, 10-1 1=-6849/755, 11-
12=-6849/755, 12-13=-26851299 BOTCHORD
2-22=-921/4371, 21-22=-92114371, 19-21=-863/4198, 18-19=-3139/18876, 17-
18=-3316119968, 16-17=-1864/14658, 15-16=-1864/14658, 14-15=-1864/14658, 13-
14=-491464 WEBS
3-21-283/69, 4-21=-71/502, 4-19--23211843, 5-19=-770/4820,5-7=-7118/1291, 7-
19=-14443/2278, 7-17=-2256/579, 9-16=-15031309, 9-17=-976/4758, 10-15=-32112328, 12-
14=-756/6838, 10-14=-8364/1188 NOTES-
1)
3-ply truss to be connected together with 10d (0,131"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 0-6-0 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 (8) 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)
Unbalanced roof live loads have been considered for this design, 4)
Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph, TCDL-4,2psf; BCDL-3.Opsf: h=15ft, B=45ft: L=24ft, eave=4ft, Cat. I[:
Exp B; Encl., GCpi=0,181 MWFRS (directional): Lumber DOL=1.60 plate grip DOL=L60 5)
Provide adequate drainage to prevent water pending, 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 onthe 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($) except Ot=lb) 13=
341,2=446, C
and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0a/2015 BEFORE USE. Design
valid for use only with MiTelsit, 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 ti,
flofingdestgn Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracingis
always required for stability and to prevent collapse with possible personal injury and property damage For generalguidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSUVII Quality Criteria, D58-89 and BCSI Building Component Safety
Information available from Truss Prate Institute. 218 N. Lae Street, Suite 312, Alexandria, VA 22314 This
item has been electronically
signed and sealed
by ORegan, Philip, 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. PhilipJ, O'Regan PE No.58126 kFalk
USA, Inc, FL Cart 66346904
Parke East Blvd. Tampa FL 33610 Oats:
March
9,2018 MiTek'
6904
Parke East Blvd Tampa.
Ft. 36610
Job Truss Type 1(5 Ply Park /B rce-lona-Arri-C-TRAY
V13452388
P2392ACT 64 iSPECIAL
Mia-Flonda Lumber, Barlow, FL, 8.130 s Sep 15 2017 MiTek Industries, Inc Fri Mar 9 10 51 30 2016 Page 2
ID:ItlEj_2vqfkv4uEJUYC2iFzkFng-jvo6cny8Uz?ZP9015bp9pKiTiisih(JD7dKptyB[Vzcgbh
NOTES-
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at 7-0-0, and 97 lb down and 106 lb up at
9-0-12, and 97 lb down and 106 lb up at 11-0-12 on top chord, and 327 lb down and 97 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12, 344 lb down at
14-9-12, 344 lb down at 16-9-12, 344 lb down at 18-9-12, 344 1b down at 20-9-12, 344 lb down at 22-9-12, and 354 lb down at 24-2-4, and 1136 Ill down and 201 lb up
at 12-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASES) Standard
1) Dead + Roof Live (balanced): Lumber lncrease=1.00, Plate lncrease=1.00
Uniform Loads (plf)
Vert: 1-4=-60, 4-6=-60, 7-12=-75, 2-13=-20
Concentrated Loads (lb)
Vert: 4=-142(8) 7=-460 13=-89(B) 20=-41 (B) 21=-327(B) 1 7=-79(5) 25=-97(B) 26m-97(B) 29=-41(6) 30=-1021(F) 31 =-79(8) 32=-79(B) 33=-79(B) 34=-79(6)
WARNING - V06fird-19brutrarmu—and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PACE 111111-7473—, 1010312015BCFORE USE,
Design valid for use only with MiTekO Connectors This design is based only upon parameters shown, and is (or an individual building component. not
a ro,ct 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 andfor 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 MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, 0$6,89 and BCSI Building Component I 6904 Parke East Blvd - Safety Information available fromTress Plate Institute, 218 N Lee Street, Suite 312, Alekandna, VA 22314 Tampa, FL 36614
ss Type Ply T--RA--Y-----
T13452389
P2392ACT 1c1 COMMON
J
Mid -Florida Lumber, Barlow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:31 2018 Page 1
ID,ItiEj_2vqi'Kv4(jEJUYC2jFzkFng-A6aVp7ymFH7QOJbEe(KOLY11 194filyliT1Xikqxzcgbg
11-0-0 16-2-12 23-0-0
5-2-12 52-12 5-9-4
Scale = 1 39 3
4X4
I
3X4 3x4 = 3x4
3x4 = 3x4
LOADING (psf) SPACING- 2-0-0 cSI.
TCLL 20.0 Plate Grip DOL 1,25 TC 0,37
TCDL 10.0 Lumber DOL 1,25 BC 058
BCLL 0,0 Rep Stress Incr YES W6 0,20
BCDL 10,0 Code FBC2017,'TP12014 Matnx-MS
LUMBER.
TOP CHORD 2x4 SP No,2
BOT CHORD 2x4 SP No,2
WEBS 2x4 SP No,3
REACTIONS. (lb/size) 2=94010-8-0,6=940/0-8-0
Max Herz 2= 1 15(LC 11)
Max Uplift 2=-181(LC 12),6=-181(LC 12)
FORCES, (b) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-15251468, 3-4=-1367/470, 4-5=-13671470, 5-6=-1525/468
BOT CHORD 2-10=-32611328, 8-10=-151/876, 6-8=-344/1328
WEBS 4-8--1571526,5-8=-3401203, 4-10=-157/526, 3-10=-340t2O3
DEFL. in (loc) Ildefl L/d
Vert(I-L) -007 10-13 >999 240
Vert(CT) -018 10-13 >999 180
Horz(CT) 004 6 n/a BIB
i
PLATES GRIP
MT20 244/190
Weight, 101 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-5-3 do purlins
BOT CHORD Rigid ceiling directly applied or 9-11-14 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10i Vult=140mph (3-second gust) Vasd=108mph, TCDL=4,2psf: BCDL=3,Opsfl h=15ft, 13=4511; L=24ft, eave-4ft: Cat,
IL Exp B, Encl., GCpi=0.18, MWFRS (directional) and C-C Exltenor(2) -1-0-0 to 2-0-0, Intenor(l) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to
14-0-0 zone;C-C for members and forces & MWIFIRS 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 2-0-0 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 100 lb uplift at joint(s) except (jt=lb)
2=181.6=181,
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
Philip J, O'Regan PE No.58126
MiTilk USA, Into. FL Cort634
M Parke East Blvd. Tampa FL 3361D
Date:
March 9,2018
WARNING - Verity design pairrinartiters; and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAOE110!11-7473 —.1010312015 BEFORE USE.
Design valid for use onlywith 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 Nil'
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, see ANSUTPIl Quality criteria, DS849 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N Use Street, Suite 312, Alexandina, VA 22314 Tampa, FL 36610
lJob Truss Truss Type Qty PaWSo/Barcelo-na--kor CTRAY_ P2392ACT
IC2 HIP T13452390
Mid-
Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc, Fri Mar 9 10 51 32 2018 Page 1 ID:
lt'EL2vqrkv4uEJUYC2iFzkFrig-el7tOTzOOaFHeTAQCOsduirAGZOenAGdGBRIMOzcgbf 9-
0-0 0-0 1,
0_0 49-4 4-2-12 4-0-0 4-2-12 4-9-4 1_0-0 Scale-
v 1 39 1 I
4x4 =
4xs
4X4 =
Us = 3x4 = 3x4 = 4X4 - LOADING (
psf) i SPACING- 2-0-0 CS1, TCLL
20,0 Plate Grip DOL 1,25 TC 0,48 TCDL
10.0 Lumber DOL 1,25 8C 073 BCLL
0.0 Rep Stress Incr YES WE 0 is BCDL
10,0 Code FBC2017rTP12014 Matrix -MS LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SP No,2 WEBS
2x4 SP No,3 REACTIONS. (
lb/size) 2=940/0-8-0, 7=940/0-8-0 Max
Horz 2-96(LC 11) Max
Uplift 2=-181(LC 12), 7=-181(LC 12) DEFL,
in loc) I/defl lid PLATES GRIP Vert(
LL) -0,16 9-17 >999 240 MT20 2441190 Vert(
CT) -0.34 9-17 > 781 180 Horz(
CT) 0,04 7 n/a n/a Weight:
108 lb FT = 20% BRACING -
TOP
CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. BOT
CHORD Rigid ceiling directly applied or 8-8-15 oc bracing, FORCES. (
lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except whenshown. TOP
CHORD 2-3=-15471578, 3-4=-1237/462. 4-5=-1054/459, 5-6--12371462, 6-7=-1547/578 BOT
CHORD 2-11=-44611364, 9-11=-255/1054, 7-9=-453/1364 WEBS
3-11=-3601226, 4-1 1=-74/339, 5-9=-671339, 6-9=-361/226 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, 6=45ft, L=24ft; eave=4ft, Cat, 11,
Exp B, Encl., GCpi=0,181 MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intencir(l) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 13-
0-0, Interfor(l) 17-4-11 to 23-0-0 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)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=
181,7=181, AWARNING ,
Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid
for use only with MlTeka, 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 veritythe applicability of assign parameters and properly incorporate in,s designinto the overall building design
Bracing indicated is to prevent buckling of individual truss wet) aridior chord members only. Additional temporary and permanent bracing is always
required for stability and to prevent collapse won possible personal injury and property damage For general guidance regarding the fabrication, storage,
delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DS849 and SCSI Building Component Safety InformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 This item
has been electronically signed
and sealed by
ORegan, Philip, 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. Philip J. 0'Regian RE t1o.58126 MiTilk USA,
mo. FL Cart 66U 69W Parke
East Blvd. Tampa FL 33610 Date: March
9,
2018 MiTek' 6904
Pan,*
East Blvd Tampa, FL
36610
Job Truss Truss Type y Park Sq/Barcelona-A or C _TRAY
P2392ACT HIP
T13452391
ro e o
Mid-Flonda Lumber, Bartow, FL, 8,130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:51:33 2018 Page 1
ID 1tiEI_2vqrkv4uEJUYC2iFzkFng-7UhFEp_lnuN8GdlcmINsQzOM1ylhQa7rnVrBmzcgbe
3-9-4 11-0-0 22-0-0 23-00d3-2-12 4-0-0 4-0-0 3-2-12 3-9-4
Scale 2 1 39 1
4x4
I
3x5 =
LOADING (psf) SPACING- 2-0-0
TCLL 20,0 Plate Grip DOL 1,25
TCDL 100 Lumber DOL 1.25
BCLL 00 Rep Stress Incr NO
BCDL 10.0 Code FBC20171TP12014
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No,2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2= 1616/0-8-0, 8= 1616/0-8-0
Max Horz 2--77(LC 6)
Max Uplift 2=-416(LC 8), 8=-416(LC 8)
3x8 -- 4x4 =
4 20 21 22 23 6
3,8 4.4 3X8 =
CsI. DEFL. in (loc) I/defl L/d
TO 0,42 Vert(LL) 0,12 11 >999 240
SO 081 Vert(CT) 0.24 11 >999 180
WB 0,33 Horz(CT) 0,09 a n/a n/a
Matrix -MS
3X5 =
PLATES GRIP
MT20 244/190
Weight. 112 Its FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc purlins.
BOT CHORD Rigid ceiling directly applied or 7-1-9 oc bracing,
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown,
TOP CHORE) 2-3=-3074/796, 3-4--2873/763, 4-5=-2564/708, 5-6--2564/708, 6-7=-28731763,
7-8-30741796
BOT CHORD 2-13=-651/2720, 11-13=-689/2898, 10-11=-68912898,8-10=-651/2720
WEBS 3-13=-274/78, 4-13=-152/876, 5-13=-503/152, 5-10=-503/152, 6-10=-152/876,
7-10=-274/78
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, 8=45ft: L=24ft; eave=4ft. Cat,
II; Exp 8 ' Encl., GCpi=O. 18: MWFRS (directional); Lumber DQL=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 hearing plate capable of withstanding 100 lb uplift at joint(s) except ot=lb)
2=416,8=416,
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at
7-0-0. 97 lb down and 106 lb up at 9-0-12, 97 lb down and 106 lb up at 11-0-0, and 97 lb down and 106 lb up at 12-11-4, and 189
lb (town and 204 lb up at 15-0-0 on top chord, and 327 lb down and 97 lb up at 7-0-0, 66 Ito down at 9-0-12, 66 lb down at 11 -0-0,
and 66 lb down at 12-11-4, and 327 Ito down and 97 Ito up at 14-11-4 on bottom chord. The design/selection of such connection
device(s) is the responsibility of others,
8) In the LOAD CASES) 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=125
Uniform Loads (p(f)
Vert: 1-4=-60, 4-6=-60, 6-9=-60, 14-17=-20
Concentrated Loads (lb)
Vert: 4- 142(F) 6- 142(F) 13=-327(F) 11 =-41 (F) 5=-97(F) 10=-327(F) 21 =-97(F) 22=-97(F) 24-41 (F) 25=-41 (F)
WARNING - verifydosignparameters andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekit, 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 prop" incorporate this design into the overail
building design. Bracing indicated (a to prevent buckingofindividual truss wet) and/or chant members only temporaryAdditionaltemporaspot permanent bracing Is
always required for stability and to prevent collapse with possible personal injury and prop" damage For generalguidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPII Quality Criteria, 038-89 and SCSI Building Component Safety
Information available "in Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314 iQ
This
item has been electronically
signed and sealed
by OReqan, Philip, 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. Philip
J. O'Rogan PE No.58126 MiToX
USA, ljjbc. FL Celt 6634 6904
Pirko East Blvd, Tampa FL 33610 Date:
March
9,2018 M
iTNil' ek' 6904
Parke
East Blvd Tampa, FL
36610
Job Truss Truss Type Ply Park SglBarcelona-A or ( TRAYQty
T13452392
P2392ACT IC4 HIP 1 e} i
L.i, i
r JqpRpf.E..Lc2ptiona.
Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MrFek Industries, Inc. Fri Mar 9 10:51:34 2018 Page 1
ID ltiEj_2vqrkv4uE JUYC 2j FzkF rig-bliFdR9?fYC V?tmKpKRu5zAwOyM5g9vrwkVwPRGzcgbd t-
0-0 1
3-
10-12 , r,__.
7-
3-0 ---i_.-------- 11-p-0 14-9-0 t6E_-8 19-0-0 22-0-0 _—.---f t----- -----, --- —t---- Y— 0-D3-10-12 3 4-4 3_9-03- 0 t _9-8 2 5 8 3-0 0 Scale = 1-
37.9 THIS TRUSS !S NOT SYMMETRIC - PROPER ORIENTATION
IS ESSENTIAL 4x8 -= 5x8
MT18HS = 1.5x4 !
1 3x4 4
20
6 21 6 3 3x4 ...
8 i-
7 v 4x4 =
2x4
it 3x4 == 7x8 -=- 6x6 = 8x8 = 3x8 !1 5x14 4 ----- ------ ._-.._ PIate
sets
Y __ Z OvL-4Edg41 I4 -5-)2 0-?:I60_5-$ 0-2-41 .L7 1 Q.93 41 (9:0_2-15 0-3-4Lj11mQ 3 8 0-4-1?1.143 Q-4-0LOADING (psf)
SPACING- 2-0-0 cSl. DEFL. in loc) Well L/d iPLATES GRIP TCLL 20.
0 Plate Grip DOL 1,25 TO 0,98 iVert(l_L) 0 17 11 >999 240 MT20 2441190 TCDL 10.
0 Lumber DOL 125 BC 0,69 Vert(CT) -0-34 11 >775 180 MT18HS t 244/190 BCLL 0.
0 Rep Stress Incr NO WB 0-82 Ho2(C'T) 0.08 9 nta n!a BCDL 10.
0 Code FBC2017 TPI2014 Matrix -MS Weight: 277 lb FT = 20 LUMBER- BRACING -
TOP CHORD
2x4 SP No TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc puriins. BOT CHORD
2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 9-8-1 oc bracing. WEBS 2x4
SP No.3 `Except' 4-14,
5-13,6-12,7-11 2x4 SP No.2 WEDGE Right:
2x4
SP No.3 REACTIONS. (lb/
size) 9=7852/0-4-0, 2=2829/0-4-0 Max Horz
2=78(LC 7) Max Uplift
9=-2102(LC 8), 2=-775(LC 8) FORCES. (lb) -
Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD
2-3=-5822/1545,3-4=-5655/1541,4-5=-708011962,5-6=-7080/1962,6-7=-9793/2701, 7-8=
1415413875,8-9=-15433/4176 BOTCHORD 2-
15=-1339/5/81, 14-15=-1339l5181, 13-14=-1279/5035, 12-13=-2374/8988, 11-12=-
3394/12644,10-11=-3701113784,9-10=-3701113784 WEBS 3-
14=-325/71, 4-14=-64/343, 4-13=-803/2907, 6-13=-27071949, 6-12=-1647/6014, 7-12=-6664/1856,7-11=-
1976/7224,8-11=-1329l357,8-10=-261/1127 NOTES- 1) 2-ply truss to
be
connected together with 1Od (0 131 "x3") nails as follows: Top chords connected as follows: 2x4 -
1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 -
3 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - i
row at 0-9-0 oc. 2) All loads are considered equally
applied to all plies, except if noted as front (F) or back (S) 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) Unbalanced roof live loads have
been considered for this design. 4) Wind: ASCE,7-10; Vult=
140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf, h=25ft; 6=45ft, L=24ft; eave=4ft; Cat. II; Exp B; Eric[,, GCpi=0-
18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent
water ponding. 6) All plates are MT20 plates
unless otherwise indicated. 7) This truss has been designed
for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 will fit between the bottom chord
and any other members. 9) Provide mechanical connection (by others)
of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 9=2102,2=775. 10) Haager(
s) or other connection
device(s) shall be provided sufficient to support concentrated load(s) 5991 lb down and 1715 lb up at 16-6-8, 1187 lb down
and 307 Ib up at 16-11-4, and 636 lb down and 176 Ib up at 18-11-4, and 1047 lb down and 274 lb up at 20-11-4 on bottom chord.
The design/selection of such connection device(s) is the responsibility of others. 9PA'Kl7fRC7'-tP afQ'8d§!A- '
3rametors and READ NOTES ON THIS AND INCLUDED MtTEK REFERENCE PAGE M11-7473 rev, 1010312016 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 verity the applicability of design parameters and property incorporate thisdesign 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 generalguidance regarding the fabrication, storage, delivery, erection and bracing
of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss PlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314_ This item has been electronically signed
and sealed by ORegan,
Philip, 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. Philip J.
4'Regan PE No.
58126 MTak USA, lna. FL Cart 6634
6904 Parka Eaet 6hid. Tampa FL
33610 Rate: March 9,2018 Welk` 6904
Parke
East SNd. Tampa,
FL
36610
jI
Job --_.__ ___ `ITruss -.....------ T;:U s Type -------... ..__ . ty.-
V
TPIy Park SgtBarcelona-A or C_TRAY-'
W_____.._._.._.....-.-..___....__.._..._.._.._.,
T13452392
1,2392ACT C4 {HIP 1
Jo.LCenS4RSl4—
vtid-Fionda lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:34 2018 Page 2
IQ:ItiEi_2vgrkv4uEJUYC2jFzkFrig, bhFdR9?fYCV?tmKpKRuSzAwOyM5g9viwkVwPRGzcgbd LOAD
CASE(S) Standard 1)
dead + Roof Live (balanced): Lumber Increase=l.25, Plate Increase=1.25 Uniform
Loads (plf) Vert:
1-4=60, 4-6=-60, 6-9=-60, 2-9=-20 Concentrated
Loads (lb) Vert:
11=-5991(13) 10=-636(6) 17=-1047(9) 22=-1187(8) WARNING -
Yariry design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGEM11•7473 rov, 1010312015 BEFOREUSE. I 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 incorporatethis design into the overall building
design. Bracing indicated is to prevent buckling of individualtruss web andlor chard members only. Additional temporary and permanent bracing MiTek' isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the i !Y! I fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety
Information available from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandra, VA 22314, Tampa, FL 36610
Job Truss i'Truss Type Qty TRY I Park q/ arcelona-A or C_TRAY
T13452393
P2392ACT C5 IHIP I
L L op )qb,Fdeireniqq L _ _
Mid-Flonda Lumber, Bartow, FL- 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51 35 2018 Page 1
10 ltiEi_2vqrkv4uEJUYC2jFzkFng-3tp?tVQf4JVds\Avu?t8PKWOThbrnSOuW63y9gyzizcgbe
16-0-0 22-0-0 23-0-0
L0_0 6-0-0 5-0-0 5-0-0 6-0-0
Scale = 1 39 1
08 =
IX4 i:
19 4 20
4x8
1X4 3x4 ` 3x8 = Ix4 13X4 = 1 3x4
LOADING (psf) SPACING. 2-0-0 i CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20,0 Plate Grip DOIL 1.25 TC OA8 Vert(LL) -0.06 9 >999 240 1 MT20 244/190
TCOL 10,0 Lumber DOL 125 BC 053 Vert(CT) -0,13 11-14 >999 180
BCLL 0,0 Rep Stress Incr YES W13 0,17 Horz(CT) 0,04 6 n/a n/a
BCDL 10,0 Code FBC2017fTP12014 Matrix -MS Weight: 99 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-1-3 oc bracing.
WEBS 2x4 SP No,3
REACTIONS, (lburstize) 2=940/0-3-8,6-940/0-3-8
Max Horz 2=67(LC 11)
Max Uplift 2=-252(LC 12), 6--252(LC 12)
FORCES. (lb) -Max, Comp./Max, Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1527/526,3-4=-1616/614,4-5=-16161614,5-6=-15271529
BOT CHORD 2-11 =-368/1301. 9-11 =-367/1308, 8-9=-378(1308, 6-8=-37811301
WEBS 3-9=-140/455,4-9=-3271169,5-9=-141/455
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: 6=45ft: L=24ft; eave=41t; Cat,
11 ' Exp 6 Encl., GCpi=0,18; MWFRS (directional) and C-C Exlenor(2) -1-0-0 to 2-0-0, Intenor(l) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to26-2-15,Intefior(1) 20-2-15 to 23-0-0 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. This item has been
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) electronically signed and2=252,6=252,
sealed by ORegan, Philip, 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.
Philip J. 0'Regart PE lilc.58126
MiToR USA, Inc, FL Cort 6634
6904 Parke East Blvd- Tampa FL 33610
Date:
March 9,2018
WARNING- Varm, design parameters.nd READ NOrES ON Ti AND INCLUDED MITEK REFERENCE PAGE sili rev, 10,10312015 BEFORE USE,
Design valid for use onlywith Wokeconnectors This design isbased only upon parameters shown, and is for an individual building component. not
a buss systemBefore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building
design Bracing indicatedis to prevent buckling ofindividual 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 MiTek' fabrication,
storage, delivery, erection and bracing of trussesand miss systems, see ANSIITP11 Quality Criteria, OS849 and SCSI Building Component SafetyInformationavailablefromTrussPlateinstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 1 Tampa, FFL6904 PParkaEastBlvda6610
Job ITruss JTnlss Type Oty Rly Pak 5glBarcelona-A or C_TRAY
P2392AGT IC6 HIP i
T13452394
1
Mid-Flonda Lumber, Bartow, FL_ 8,130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:51:36 2018 Page 1
ID:ItiEi_2vgrkv4uEJUYC2jFzkFng-X3NOsrOv4pli74TBRswZ2b?rLAjTdt5CBpPVV9zcgbb
0.0 ..._...
1-0-0
5-0_0
5-0-0 4-0-9
12-11-T _._."._.-...."}
3-10-13
17-0-0 22-OA 2 t4-0-9 5-0-0 1-OA
Scale = 1:39.1
4x8 "=
1x4 30 =- 4x8 =
4 18 19 5 20 6
4x4 6x6 3x62x4li4x8 = 3x5 == 2x4 it
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1,25 j TC 0,54
TCDL 10.0 Lumber DOL 1.25 BC 0,86
SCLL 0.0 Rep Stress Incr NO I WB 0,57
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP No2 `Except'
7-11. 2x6 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (Iblsize) 2=1371/0-3-8, 7=1569/0-3-8
Max Herz 2=58(LC 7)
Max Uplift 2=-398(LC 8), 7=-476(LC 8)
DEFL. in (loc) Ildefi L/d
Vert(LL) -0.16 10-12 >999 240
Vert(CT) -0-31 10-12 >848 180
HOrz(CT) 0,06 7 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 121 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins.
BOT CHORD Rigid ceiling directly applied or 7-2-0 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-25901712, 3-4=-350011049, 4-5=-3500/1049, 5-6=-378511136, 6-7--3051/891 BOT CHORD2-13=-575/2266, 12-
13=-573/2274, 10-12=-1051/3785. 9-10=-720/2702, 7-9=-714/2677 WEBS 3-12=-478/1507, 5-12=-
371/224, 6-10=-397/1339, 6-9=-101/428 NOTES- 1) Unbalanced roof live bads have
been
considered for this design. 2) Wind: ASCE 7-t0; Vult=140mph (
3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft; B=45ft; L=24ft, eave=oft; Cat. I; 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 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($) except (jt=lb) 2=398,7=476. 7) Hanger(s)
or other connection device(
s) shall be provided sufficient to support concentrated load(s) 51 Ito down and 77 Its up at 13-0-12, and 51 Ib down
and 77 lb up at 14-3-4 on top chord, and 577 lb down and 197 lb up at 11-0-12, 36 lb down at 13-0.12, and 36 lb down at 14-3-
4, and 329 lb down and 145 lb up at 16-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
8) 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=
125, Plate Increase-1.25 Uniform Loads (pit) Vert: 1-3=-60,
3-6 -60,
6-8=-60, 2-7=-20 Concentrated Loads (lb) Vert: 5=-51(F)
10--26(F)
20-51(F) 21=-577(F) 22--26(F) 23=-329(F) WARNING • Verify design pa"nreters and READ
NOTES ON THIS AND INCLUDED 411TEKREFERENCE PAGE 11,111-7473 rev. 1OM312e15 BEFORE USE. Designvalid foruse only with Mi
Tektili connectors. This design is based onlyupon parameters shown, and Is for an individual building component not a truss system. Before use, the building
designer must verify theapplicability of design parameters andproperly incorporate this design into the overall building design_. Bracingindicated is toprevent
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 of
trusses and truss systems, see ANSIITPII Quality Criteria, DS849 and BCS1 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 ORegan, Philip,
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. Philip J. O'
Regan PE No,56126h4iTekUSA, Inc. FL Cert6634 6964 Parka
East Bind. Tampa FL 33610
Date: March 9,2018 Welk' 6904 Parke
East
Blvd, Tampa, FL
36610
Job Truss (Truss Type IQty IPIy Park SgfBarcelona-A or C TRAY
T13452395
P2392ACT IC7 ?HIP 1 1
i I
Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc- Fri Mar 9 10:51.37 2018 Page 1
ID,IttEi_2vgrkv4u EJUYC2jFzkFng-?Gxm4B 1Xr7takE2N?ZRobpY 1 EZ64MQNMQT932bzcgba
1-0-0 a._. _._.-. - -.........._. 9 0 0 13-0.0 i6 5-0
1-0-0 4-9-4 4-2-12 4-0-0 3-5-0
Scale = 1:31.3
4x4
4x8 =_
4 14 5
I
3x8 = 3x4 = 7
4x4 = 1 50 11
LOADING (psf) SPACING 2-0-0 j CSL
TCLL 20.0 Plate Grip DOL 1.25 TC 0,47
TCDL 10.0 Lumber DOL 1.25 BC 065
BCLL 0-O Rep Stress Incr YES WB 0.19
BCDL 10.0 Code FBC2017 TPI2014 Matrix -MS
DEFL. in (Ioc) Vdefl L d PLATES GRIP
Vert(LL) -0-14 9-12 >999 240 MT20 244/194
Vert(CT) -0.29 9-12 >676 180
Horz(CT) 002 7 n1a nfa
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) 2=71310-3-8, 7=6491Mechanical Max Horz
2=121(LC 12) Max Uplift
2=-190(LC 12), 7=-162(LC 12) FORCES. (lb) -
Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD
2-3-1052(424, 3-4=-7401305, 4-5=-6021317, 5-6--4791227, 6-7=-6091292 BOT CHORD 2-9=-
4401922, 8-9=-153l382 WEBS 3-9=-3631232, 5-9=-1251362, 5-
8=-2881143, 6-8=-1971496 Weight: 91 lb FT = 20% Structural wood sheathingdirectly appliedor
5-3-13 oc purlins,
except end verticals. Rigid ceiling directly applied or 8-10-8
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=3.0psf, h=25ft, 6=4511; L=24ft; eave-4ft; Cat. 11, Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-
C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 9-0-0, Extenor(2) 9-0-0 to 13-0-0 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 100 lb uplift at joint($) except Qt=lb) 2=190, 7=162. A WARNING - Varify design paramefers and READNOTESONTHISAND
INCLUDED MITEK REFERENCE PAGE MI1-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTekt& connectors. This design is
basedonly 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 andlor chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible
personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems.
see ANSIrTP11 Quality CateNa, OS649 and SCSI Building Component Safety Information avatlabie from Truss Plate Institute, 218 N- Lee Street, Suite 312, Alexandria, VA 22314. This item has been electronically signed and sealed by CORegan, Philip,
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. Philip 1O'Regan
PE No.58128 TskUSA,
Inc, EL Oarl6634 904ParkeEastBlvd_ Tampa FL 33610
Date: March 9,2018
M! ek' 6904 Parke East Blvd_ Tampa,
FL
36610
aob - - Truss -- Hiss Type _ Qry Rly Park Sq/Barcelona-A or C TRAY
T13452396
P2392ACT IC8 iCOMMON [,4 1
Mid-Ficnda Lumber, Bartow FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:37 2018 Page 1
I D:ItiEj_2vgrkv4uEJUYC2jF zkFng-?Gxm4B 1 Xr7takE2N?ZRobpY3dZ61MJoMOT932bzcgba
1-0-0 5-9-4 11-0.0 ifi-5-0
r i 00 5-9-4 5-2-12 5-5-0
5x6 = Scale = 1.36.4
I
3x4 6
3x4 = 3x4
LOADING (psf) SPACING- 2-0-0 1CSI.
TCLL 20.0 Plate Grip DOL 1,25 TC 0,38
TCDL 10.0 Lumber DOL 1,25 BC 067
BCLL 0.0 Rep Stress Incr YES WB 0.61
BCOL 10.0 Code FBC2017RPI2014 Matrix -MS
DEFL. in (loc) Itdefl Ltd PLATES GRIP
Vert(LL) 0,11 6-7 >999 240 MT20 2441190
Vert(CT) -0,20 6-7 >988 180
Horz(CT) 0.02 6 n/a nta
LUMBER- BRACING -
TOP CHORD 2x4 SP No TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (Iblsize) 2=713/0-3-8, 6=649/Mechanical
Max Harz 2=121(LC 12)
Max Uplift 2=-190(LC 12), 6=-162(LC 12)
FORCES. (lb) -Max, Comp./Max- Ten- -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1019/321, 3-4=-7971282
BOT CHORD 2-7--331/883, 6-7=-138/426
WEBS 3-7=-359/209, 4-7=-116/540, 4-6=-562/180
Weight: 83 lb FT = 20%
Structural wood sheathing directly applied or 5-4-11 oc purlins,
except end verticals.
Rigid ceiling 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=4.2pst, BCDL=3.Opsf; h=25ft; 6=45ft; L=24ft; eave=Aft; Cat.
II; Exp B; Encl_ GCpi=0.18; III (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 11-0-0, Extenor(2) 11-" to
14-0-0 zone;GC 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 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
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)
2=190, 6=162.
WARNING • Varrfp design parameters arrd READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ray. 10/0312015 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 ofdesign parameters and properly incorporate this design into the overall
budding design. Bracing Indicated is to prevent buckling of individuai trussweb and/or chord members only. Additional temporary and permanent bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage- For general guidance regarding the
fa0ricaron, storage, delivery, erection and bracing oftrusses and truss systems.. see ANSIITPIt Quality Criteria, DSB-89 and BCSI Building ComponentSafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
This item has been
electronically signed and
sealed by 4Regan, Philip, 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. Philip J, O'Regan PE No.58126
Vok USA, Inc, FL Cart 6634
6604 Parks East Blvd- Tampa FL 33610
DOW
March 9,2018
Nil (/
M iTe Ii
6904 Parke East Blvd,
Tampa, FL 36610
Job TTruss Truss Type Qty Ply IPark Sq/Barcelona-A or C TRAYI T13452397
P2392AGT CJ JACK i4 11J4t2 eference ODt onaJl
Mid-Flonda Lumber, Bartow, FL. 8 130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:38 2018 Page 1
ID:ItiEi_2vgrkv4uEJUYC2iFzkFng-TSVSH W29cQ?RMOdaZGy 1705HfzbA5vZVe7uca2zcgbZ
1-0-12 - g-11-4
1-0-12 0-11-4
Scale = 1 13.8
1 5x4 it a
Q_7r4 ------ 0-4 0 _
LOADING (psi SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 2LW Plate Grip DOL 1,25 TC 0,17 Vert(LL) 0 00 5 >999 240 MT20 244l190
TCDL 10.0 Lumber DOL 1.25 BC 008 Vert(CT) -0.00 5 >999 180
BCLL QO Rep Stress Incr YES WB 0,00 Horz(CT) -0.01 3 n/a n/a
BCDL 10.0 Code FBC2017(TP12014 Matrix -MR Weight. 7 lb FT = 20%
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 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=160/0.4-0, 3=-24/Mechanical, 4=-1/Mechanical
Max Horz 5=69(LC 12)
Max Uplift 5=-25(LC 8), 3=-24(LC 1), 4=-45(LC 12)
Max Grav 5=160(LC 1), 3=1O(LC 10), 4=31(LC 10)
FORCES. (lb) - Max. Comp,/Max. Ten. - All forces 250 (Ib) or less except when shown
NOTES-
1) Wind: ASCE 7-10: Vuit=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3 Opsf; h=15ft; 6=45ft, L=24ft, eave=4ft, Cat.
11, Exp B; Encl., GCpi-0.18; MWFRS (directional) and C-C Extenor(2) zone, end vertical left exposed;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 100 lb uplift at joint(s) 5, 3, 4-
This item has been
electronically signed and
sealed by ORegan, Philip, 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. Philip J. QRegan PE Ntu.59126
Ill USA, Ina. FL Cart 6634
6904 Parke East Blvd, Tampa FL 33610
Date;
March 9,2018
A WARNWG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE M11-7473 rev. 10l03l2015 BEFORE USE.
Design valid for use only with MiTelait), connectors. This design is hased 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
thwiding design Bracing indicated is to prevent buckling of individual truss web and/or enord members only Addaional temporaryand permanent bracing !l it '1"pl.ell' isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage- For general guidance regarding the M t fabrication,
storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Bast Blvd. Safety
information available from Truss Plate Institute, 218 N_ Lee Street, $one 312, Alexandria, VA 22314. Tampa, FL 36610
JACK
Park A-A_ TR_`XY-______' --- -_ --- - - - - - -_ ___ ly 11Ply
I
Job Truss ITruss Type
P2392ACT Cil 2Q2 '
113452398
I-------------------- -------- - -- ---- - - --------------- — -----------
Mtd-Flonda Lumber, Barlow, FIL, 8.130 s Sep 15 2017 MiTek Industries, Inc. Fit Mar 9 10:51,39 2018 Page I
ID ttiEL2vqMv4uEJUYC2iFzkFng-xe3WUs3nNk7l_YCm6_UGgEdTzNyWqMpftneA6UzcgbY
4-
1-0-0
LOADING (psf) SPACING- 2-0-0 CSL
TCLL 20A Plate Grip DOL L25 i TC 0,07
TCDL 10,0 Lumber DOL 1.25 BC 001
BCLL 00 Rep Stress Incr YES WEI 0.00
HCDL 10.0 Code FBC20171TPI2014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=10/Mechanicai,2=130/0-3-8,4=-0/MechanicaI
Max Horz 2=42(LC 12)
Max Uplift 3=-3(LC 9), 2=-73(LC 12)
Max Grav 3=1 1(LC 17), 2=130(LC 1), 4=12(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
Scale = 1 7 0
2x4 =
DEFL, in (loc) I/defl L/d PLATES GRIP
Vert(LL) 0,00 5 >999 240 MT20 2441190
Vert(CT) 0.00 5 '999 180
Horz(CT) 0,00 2 n/a n/a
Weight: 5 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins,
BOTCHORO Rigid ceiling directly applied or 10-0-0 oc bracing,
NOTES-
1) Wind: ASCE 7-10; Vuit=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf: BCDL-3.Qpsf; h-25fL 6=451`1: L=24fi eave-411, Cat.
11; Exp 6, Encl., GCpi-0.18: MWFRS (directional) 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
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 20.0psf 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 ORegan, Philip, 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.
Pbillp J, O'Regan PE No,58126
WTok USA, Ina. FL Cart $634
6904 Parka EastBlvd, Tampa FL 33610
Qatc
March 9,2018
WARNING • Venty design parameters, andREAD NOTES ON TMS AND INCLUDED WTEK REFERENCE PAGE A1111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTelols 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 embody incorporate this design into the overall i IS
building design. Bracing indicated is to prevent buckling at individual truss wet) andfor 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 MiTek'
fatincelon, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTIall Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd - SafetyInformation available from Truss Plate Institute, 21S N Lee Street, Suite 312, Alexandre, VA 22314 Tampa. Ft- 36610
Job iTruss (Truss Type IQty jPly Park Sq(Barcefona-A or C TRAY
T13452399
P2392ACT jC J3 iJACK 113
Mid-Flodda Lumber, Bartow, FL, 8,130 s Sep 15 2017 MiTek Industries, Inc, Fn Mar 9 10:51:39 2018 Page 1
ID:ItiEim2vgrkv4uEJUYC2iFzkFng-xe3WUs3nNk7l_YCtn6,_UGgEdTcNxVgMpftneA6UzcgbY
1-0-0 3-0-0
Sc;.ale.
2x4 =
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1,25 TC 0.09 Vert(ILL) -0.00 4-7 >999 240 MT20 2441190
TCDL 10.0 Lumber DOL 1 25 BC 0.08 Ven(CT) -0,01 4-7 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(CT) -0,00 3 n/a n/a
BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 11 Ib FT = 20%
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 Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=71/Mechanical, 2=18810-3-8, 4=36(Mechanical Max
Horz 2=74(LC 12) Max
Uplift 3=-34(LC 12). 2=-66(LC 12) Max
Grav 3=71(LC 1), 2=188(LC 1), 4=52(1-C 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; 6=450; L=24ft, eave=oft; Cat. II:
Exp B, Encl., GCpi=0,18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 2-11-4 zone,C-C for members
and forces & MWFRS for reactions shown; Lumber D0L=1.60 plate grip D0L=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 Ib uplift at joint(s) 3, 2_ This
item has been electronically
signed and sealed
by ORegan, Philip, PP 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. PhilipJ. O'Regan PE No.58126 hill
USA, Inc. FL Cart 66346904
Parke East Blvd. Tampa FL 33610 Date:
March
9,2018 A
WARNING - Verify design parameters and REAR NOTES ON THIS AND INCLUDED W TEKREFERENCE PAGE fdfF7473 rev, 1010312016 BEFORE USE. Design
valid for use only with MiTek,& connectors. This design is based only upon parameters shown, and is for an individual building componentnot 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 individualtrussweband/or chord members only. Additional temporary and permanent bracing 11 IYI A::"ek' is always (soured for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the l [ ii laoricatlon, storage,
delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, US8-a9 and SCSI Building Component Satoty InformationavailablefromTrussPlateInstitute- 218 td_ Lee Street, Suite 312, Alexandria, VA 22314. tY gTamp Parka East Blvd. Tampa, FL
36610
Job 'Truss Truss Type "Qry Ply !Park SglBarcelona-A or C_TRAY I
113452400 I
P2392ACT {CJ3A IJACKp_fqrk1
11 L2g?
q€SQ9t1art0lL __ ---_ --- _ __------_------___' Mid-
Fionda Lumber, Ballow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:51,40 2018 Page 1 I
D:ItiEj_2vgrkv4uEJUYC2iFzkFng-PrcuiC3Q82G9bhnygh?VDRAeAnHQ1p3o6QNiewzcgbX 3-
0-0 300
Scale:
1"' 1 ` 2x4
LOADING (
psf) SPACING- 2-0-0 CSI. TCLL
200 Plate Grip DOL 1,25 TC 0.10 TCDL
100 Lumber DOL 1.25 BC 0.10 SCLL
0,0 Rep Stress Incr YES WE 0,00 BCDL
10-0 Code FBC20171TP12014 Matnx-MP LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SP No.2 REACTIONS. (
lb/size) 1=118/Mechanical, 2=76/Mechanical, 3=42/Mechanical Max
Horz 1=49(LC 12) Max
Uplift 1=-15(LC 12), 2=-38(LC 12), 3=-3(LC 12) Max
Grav 1=118(LC 1), 2=76(LC 1), 3=54(LC 3) FORCES. (
lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL.
in (loc) dell L d PLATES GRIP Ven(
LL) 0,01 3-6 >999 240 MT20 2441190 Vert(
CT) -0,01 3-6 >999 180 Horz(
CT) -0.00 2 n/a n/a Weight:
10 lb FT = 20% BRACING -
TOP
CHORD Structural wood sheathing directly applied or 3-0-0 or, purtins. BOT
CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES-
1)
Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; S-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=t 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 Ile uplift at joint($) 1, 2, 3. This
item has been electronically
signed and sealed
by ORegan, Philip, 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. Philip
J. O'Ragan PE No.58126 Valk
USA, Inc, FL Gad 6634 6804
Parke East Blvd, Tampa FL 33610 Date:
March
9,2018 WARNING,
verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 re , 1010312015 BEFORE USE. Design
valid fim use only with MiToklti 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 veritythe applicability of design parameters and properly incorporate this design into the overallbuilding
design. Bracing indicated is to prevent buciding of individual truss web and/or chord members only. Additional temporary and permanent bracing ! MiTek° isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the I fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTR11 Quality Criteria, 06849 and BCSI Building Component 6904 Parke East Blvd. SafetyInformationavailablefromTrussPlateinstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Ft 36610
Job jTruss jTruss Type atv Ply Park Sq/Barceiona-A or C_TRAY
T13452401
P2392ACT JCJ3T SPECIAL 4 1
i 1 _e_C _ _ eferepc
Mid-Flonda Lumber, Bartow, FL 8,130 s Sep 15 2017 MrTek Industries, Inc, Fn Mar 9 10:51:41 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2lFzkFng-ulAGvY42uLOODrM9EPWkifloNBb2lGxyL47GBMzcgbW
I 1-0-0 2-1-12 01-10-8-8 Scale
4
1
X411 6
00 2 1A
2x6 2
2x4 =
LOADING (
psf) SPACING- 2-0-0 CsL TCLL
20,0 Plate Grip DOL 1 25 TC 014 TCDL
100 Lumber DOL 1 25 BC 020 BCLL
0,0 Rep Stress Incr YES WEI 0.02 BCDL
10.0 Code FBC2017ITP12014 Matrix -MP LUMBER -
TOP
CHORD 2x4 SP No,2 BOT
CHORD 2x4 SP No.2 WEBS
2x4 SP No.3 REACTIONS. (
lb/size) 2=189/0-3-8,5=115/Mechanical Max
Horz 2=84(LC 12) Max
Uplift 2=-64(LC 12), 5=-51 (LC 12) FORCES. (
b) - Max, Comp./Max Ten. - All forces 250 (lb) or less except when shown. DEFL.
in (loc) I/defl L/d PLATES GRIP Vert(
I-L) -0,01 7 >999 240 1 MT20 244/190 Vert(
CT) -0,01 7 >999 180 Horz(
CT) 001 5 n1a n/a Weight:
13 to FT = 20% BRACING -
TOP
CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins BOTCHORD
Rigid ceiling 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: 6=45ftL=24ft eave=4ft ' Cat. 11, Exp6, Encl,, G6p,=0.18 ' MWFRS (directional) and C-C Extenor(2) -1-0-0 to2-0-0, Interior(l) 2-0-0 to 3-0-6 1.one,C-C for members and
forces MWFRS for reactions shown, Lumber DQL=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 b uplift at joint(s) 2, 5 This item
has been electronically signed
and sealed by
ORegan, Philip, 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. Philip J,
O'Ragan PE No.58126 MiTlikUSA,
Inc. FL Cart 6634 6944 Parke
East Blvd, Tampa FL 33610 Oats; March
9,
2018 WARNING - verify
design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mill-7473 — 1010312015 BEFORE USE. Design valid
for use only with MIT00 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.
8racmg indicated is to prevent duckling o(mcliviJual 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 prop" damage, For general guidance regarding the MiTek- fabrication, storage,
delivery, erection and bracing at tresses and truss systems. see ANSI/TP11 Quality Criteria, DS549 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 iPty ±Park SglBarcelona-A or C_7 RAY
113452402
P2392ACT !CJ5 JACK 10 1
Mid-Fionda Lumber, Barrow, FL. 8A30 s Sep 15 2017 MITek Industries, Inc. I'd Mar 9 10:5141 2018 Page 1 1
CLItiE_2vgrkv4uEJUYC2jF zkF ng-u 1AGvY42uLOODrM9EPvvktfli VBa41G1yL47 GBMzcgbvv 1-
0-0 5-0-0 5-0-0 Scale =
1 17.0 2x4
LOADING (
psf) SPACING- 2-0-0 CSL DEFL. in loc) I/defl Ltd PLATES GRIP TCLL
20.0 ( Plate Grip DOL 1,25 TC 032 Vert(LL) QA4 4-7 >999 240 MT20 244/190 TCDL
10.0 Lumber DOL 1,25 SC 0,26 Vert(CT) -0.06 4-7 >988 180 BCLL
0-0 Rep Stress inar YES WE 0,00 Horz(CT) -0.00 3 n/a n/a BCDL
100 Code FBC2017 TPI2014 Matnx-MP Weight: 18 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT
CHORD 2x4 SP No SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (
lb/size) 3=127/Mechanical, 2=264/0-3-8, 4=64/Mechanical Max
Horz 2=108(LC 12) Max
Uplift 3=-64(LC 12), 2=-73(LC 12) Max
Grav 3=127(LC 1), 2=264(LC 1), 4=91(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; 6=45ft; L=24ft; eave=4ft; Cat. Il;
Exp S; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 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 chard 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 girders) for truss to truss connections. 5)
Provide mechanical connection (by others) of trussto bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2- This
item has been electronically
signed and sealed
by ORegan, Philip, 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. Philip
J. O'Regan PE N038126 MiTek
USA, Inc. FL Oett6634 6904
Parke East Blvd, Tampa FL 33610 Date:
March
9,2018 j&
WARNING - Verify design parameters and READNOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE11,1II.7473 rev. 10/03/2015 BEFOREUSE. liar
Design
valid for use only with MiTek,10connectors. 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 ante the overall building
dosign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only AddRional 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 ANSIITPI1 Quality Cdterns, 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, 1 Tampa, FL 36610
Job ,Truss !Truss Type iQty IPIy iParts Sq/Barcelona-AorC TRAY i
T13452403
P2392ACF iCJ5T SPECIAL 4
1RLg44L(4@5140 f?_ i
Mid-Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 Mil ek Industries, Inc. Fri Mar 9 10:51 42 2018 Page i
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-MDkf7u5gffWtr?xLo61 zIsFuRawN1j?5Z.ksgjpzcgbV
1-0-0 2-1-12-_z-t-+8 5-0-0 ._. 4-0 _._2-1-120'1 12 2-8-8 Scale
1 17.0 2x4 =
LOADING (
psf) SPACING- 2-0-0 CSI. TCLL
20.0 Plate Grip DOL 1.25 TC 0.50 TCDL
10.0 Lumber DOL 1,25 BC 0,19 BCLL
0.0 Rep Stress Incr YES WB 0.04 BCDL
10,0 Code FBC2017(TPI2014 Matrix -MP LUMBER -
TOP
CHORD 2x4 SP No.2 BOT
CHORD 2x4 SP No.2 WEBS
2x4 SP No.3 REACTIONS, (
lb/size) 4=165/Mechanical, 2=267/0-3-8, 5=29/Mechanical Max
Horz 2=108(LC 12) Max
Uplift 4=-71(LC 12), 2=-72(LC 12) Max
Grav 4=165(LC 1), 2=267(LC 1), 5=59(LC 3) FORCES. (
lb) - Max_ Comp./Max. Ten. - All forces 250 (lb) or less except when shown- DEFL.
in (loc) Ildefl L/d PLATES GRIP Vert(
LL) 0.11 6 >540 240 MT20 244J190 Vert(
CT) -0,14 6 >421 180 Horz(
CT) 0.07 5 nla nta Weight
19 lb FT = 20 BRACING -
TOP
CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins BOT
CHORD Rigid ceiling 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; 6=45ft; L=24ft, eave=oft; Cat. II;
Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 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 100 lb uplift at joint(s) 4, 2. This
item has been electronically
signed and sealed
by QRegan, Philip, 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. Philip1O'Regan PE No,58126MiTek
USA, Inc. PL Eert 6634 6644
Parka East Blvd. Tampa FL 33610 Data:
March
9,2018 WARNING -
Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 017473 rev. 10/03/2015 BEFORE USE. Design valid (
or use only with MiTeka, 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 indivdual 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 Mi `ek fabrication, storage,
delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, OS849 and BCSI Building Component 6904 Parke East Blvd. Solely InformationavailablefromTrussPlateInstitute, 218 N. t,ee Street- sues 312, Alexandria, VA 22314- Tampa, Pl. 36610
1Job ..-!Truss Type .e 1cry !Ply Park Sq/Barcelona-A orG_TRAY
T13452404 ;
P2392ACT D1 IMONOHIP2 1
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek industries, Inc. Fd Mar 9 10-51:43 2018 Page 1
ID:ItiEi_2vgrkv4uEJUYC2iFzkFng-qOl lKE61QzejS9WXLgYCg4o lQ_Bxtnz_EoOCNFFzcgbU
1-0-0 , 7-4-14
1 -
m
7-4-14 6-10-6 - 21 12 -
4x8 = 1.5x4 1I Scale = 1 43t 6
3x4 ==
1x4 II 3x4- 3x4 LOADING (
psi) SPACING- 2-0-0 TCLL
20.0 Plate Grip DOL 1.25 TCDL
10.0 Lumber DOL 1,25 BCLL
0.0 Rep Stress Incr YES BCDL
10.0 Code FBC2017/TPI2014 7
4_. CSI.
DEFL. to (loc) I/deft Ltd TC
0.61 Vert(LL) 0,07 8-11 999 240 BC
0.56 Vert(CT) 0,17 8-11 999 180 WE
0,88 Horz(CT) 0.02 6 n/a n/a Matrix -
MS 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) 6=649/Mechanical, 2=713/0-3-8 Max
Herz 2=264(LC 12) Max
Uplift 6=-207(LC 12), 2=-146(LC 12) FORCES. (
lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=-970/159, 3.4=-295/22 BOT
CHORD 2-8=-354/817, 7-8=-354/817 WEBS
3-8=0/323, 3-7=-737/309, 4-7--98/477, 4-6=-654/311 PLATES
GRIP MT20
2441190 Weight:
101 lb FT = 20 Structural
wood sheathing directly applied or 5-3-11 oc purlins, except
end verticals. Rigid
ceiling directly applied or 9-7-14 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; 5=45ft, L=241 eave=4ft, Cat. II;
Exp B; Encl, GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2.0-0 to 14-3-4, Extenor(2) 14-3-4 to 16-
3-4 zone;C-C for members and forces & MWFRS for reactionsshown; 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 100 lb uplift at joint(s) except Qt=lb) 6=
207.2=146, WARNING -
Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0II.7473 rev, 10/03/2015 BEFORE USE. Design
valid for use only with Miieke 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 or ma viduai truss web and/or chordmembers only. Additional temporary and permanent bracingis
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 ANSIfrPlt quality Criteria, DSB-89 and SCSI Building Component SafetyInformationavailablefromTrussPlateInstitute, 218 N- Lee Street, Suite 312, Alexandria, VA 22314. This
item has been electronically
signed and sealed
by ORegan, Philip, 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. Philip
J. p'Regan PE No.S8126 ViTak
USA, Inc. FL Gad 6634 6904
Parke East Blvd. Tampa FL 33610 Date:
March
9,2018 MiTek'
6904
Parke East Blvd. Tampa,
FL 36610
Job TT USS Tn ss Type j Qty Ply Park Sq/Barcelona-A or C TRAY
113452405
P2IiWACT 'ID1T !SPECIAL 1 1
i;e_(gn1!)__......_
Mid-Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51 ,43 2018 Page 1
ID ItiEL2vgrkv4uEJUYC2jFzkFng-gQllKE61QzejS9WXLgYCq4oxL_6Fm7tEoOcNFFzcgbU
2-3-8 8-4-0 _.m..._..._..— 14-4-8 16.5-00
2-3-8 6-0-8 6-0-8 2-0-8
Scale = 1 29.5
5x5 ==
1
I
I
i
I
2x4 11
S $_--> 'p. 1
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 1.00 Vert(LL) -0,18 6-13 >999 240 MT20 2441190
TCDL 10,0 Lumber DOL 1 25 BC 0.86 Vert(CT) -0,36 6-13 >536 180
BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0,27 5 n/a n/a
BCDL t0A Code FBC2017fTP12014 Matrix -MS Werg In L 83 Ib FT = 20l
LUMBER- BRACING -
TOP CHORD 2x6 SP No 1 'Except" TOP CHORD Structural wood sheathing directly applied.
3-5: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
BOT CHORD 2x4 SP No.2 `Except"
7-8,9-10; 2x4 SP No.3, 2-4: 2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=667/0-3-8, 5=654/Mechanical
Max Horz 1=78(LC 11)
Max Uplift 1=-148(LC 12), 5=-151(LC 12)
FORCES. (lb) -Max, ComplMax. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-292/113, 2-3=-12271407, 3-4=-12271407, 4-5=-285/117
BOT CHORD 2-6=-255/1097, 4-6=-25511097
WEBS 3-6=-1141529
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, 8=45ft; L=24ft, eave=oft; Cat.
II; Exp B, Encl_ GCpi=0-18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-3-0, Interior(1) 3-3-0 to 8-4-0, Exterior(2) 8-4-0 to
11-4-0 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 pat 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) Bearing atjoint(s) 1 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at ioint(s) except Qt=lb)
1=148,5=151.
WARNW - Ver/fydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0I-7473rev. 10/03/2015 BEFOREUSE.
Design valid for use only with MiTeKO connectors. This design is based only upon parameters shown, and is for an individual building componeor not
atruss system- Before use, the building designer mustverity the applicability ofdesign parameters and property incorporate this design into the overall
bulding design- Bracing indicated is to prevent buckling ofindividual trussweb and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with posstbie personal injury and property damage- For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and muss systems, see ANSIITPII Quality Criteria, 0S8-a9 and BCSI Building ComponentSafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
This item has been
electronically signed and
sealed by QRegan, Philip, 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. Philip J. O'Regan PE No.59128
MITek USA, Inc. FL Cert li934
6904 Parke East Blvd, Tampa FL 33910
Rate:
March 9,2018
Mi ek
6904 Parke East Blvd_
Tampa, FL 36610
Job Truss iTrussType Oty Ply aik-Sq/Bareelo-ria-Ao-r-C-_T---AY- rT13452406
P2392ACT
02 MONO HIP I2 j 1 Mid-
Flonda Lumber, Ballow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc Fit Mar 9 lOi51:44 2018 Page 1 ID.
ItiEI_2vqrkv4uEJUYC2iFzkFng-icsPYa7wBGma4J4kvX3RNHLE?OZ2VUY012LxnhzcgbT 6-
4-14 12-3-4 16-5-0 6-
4-14 5 10-6 4-1-12 4X8 ----
I 5X4 11 Scale = 1 38 5 4
14 5 I
3X4 =
1X4 lI 3x4 3x4 LOADING
psf) SPACING- 2-0-0 CS1, TCLL
20,0 Plate Grip DOL 1.25 TIC OA3 TCDL
10.0 i Lumber DOL 1,25 i BC 044 SCLL
00 Rep Stress Incr YES WB 0.61 BCDL
100 Code FBC2017/TP12014 Matrix -MS DEFL.
in (lac) Vdefl Lid PLATES Vert(
LL) -0,04 8-11 >999 240 MT20 Vert(
CT) -0,11 8-11 >999 180 Horz(
CT) 0,02 6 n1a n/a LUMBER-
BRACING - TOP
CHORD 2x4 SP No,2 TOP CHORE) BOT
CHORD 2x4 SP No,2 WEBS
2x4 SP No,3 BOT CHORD REACTIONS. (
IbIsize) 2=713/0-3-8,6=649/Mer-hanical Max
Horz 2=231 (LC 12) Max
Uplift 2--159(LC 12), 6=-1 93(LC 12) FORCES, (
lb) , Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP
CHORD 2-3=-1023/231, 3-4=-455/109 BOT
CHORD 2-8=-3931872, 7-8=-393/872, 6-7=-I 56/335 WEBS
3-8=01273, 3-7=-620/271, 4-7=-92(428, 4-6=-6081284 Weight:
95 lb GRIP
244/
190 FT =
20% Structural
wood sheathing directly applied or 5-5-5 oc purlins, except
end verticals. Rigid
ceiling directly applied or 9-3-6 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, 6=45ft, L=24ft, eave=4ft, Cat. 11 '
Exp B ' Encl., GCpi=0,18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 12-3-4, Exterior(2) 12-3-4 to 16-
3-4 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1 60 3)
Provide adequate drainage toprevent 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 100 lb uplift at joints) except Ut=b) 2=
159,6=193, I&
WARNING Verify design p....fr. and READ NOTES ON THIS AND INCLUDED IWITEK REFERENCE PAGE 11411-7473 re, 1010312016 BEFORE USE. Design
valid for use only with MIT00 connectors. This design is based only upon parameters Shemin, and IS for annileeduat building component, not a
muss, system Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall buildingdesegn
Bracing indicated is to prevent buckling of individual truss web and/or chord members only PddRiOnaltemporary 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, direction and bracing of misses and truss systems, see ANSIITPI1 Quality Criteria, OS"9 and SCSI Building Component Safety InformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 This item
has been electronically signed
and sealed by
ORegan, Philip, 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. Philip J.
C'Regan PE No.58124 MiTsk USA,
Inc. FL Cart 6634 6904Parke
East Blvd, TampsFL 33610 Data: March
9,
2018 MiTek' 6904
Parke
East Blvd - Tampa, FL
36610
Job TrussI Truss Type Qty Ply Park SglBarcelona-A or G_TRAY
113452407Ii
112392ACf D2T SPECIAL 2 i
Mid-Flonda Lumber, Ballow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:45 2018 Page 1
ID:16Ej_2vqftcv4uEJUYC2jFzkl-ng-moQnlw7YyauRiTfwTFagwVtl3oaZE16XFi5UK8zcgbS
f --- 23-$ 8-4.0 14-4-8 _ _.. _.._._ ' _ 16-8 Q23-8 6-0-8 6-0-8 2 3.8
Scale = 1:30-6
5x5 =
Plate ffse(X,Y-- 2 0-2-9 0- (4 ( 9-221 _
LOADING (psf) j SPACING- 2-0-0 cSl. DEFL. in loc) deft L d PLATES GRIP
TCLL 20<0 Plate Grip DOL 1.25 TC 0.86 Ve t(LL) 0.18 6r16 >999 244 MT20 2441190
TCOL 100 Lumber DOL 1.25 BC 0,87 Vert(CT) -0,38 6-13 >523 180
SCLL QA Rep Stress Incr YES WB 0,20 Horz(CT) 0.30 5 nla n/a
SCOL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 84 lb FT = 20%
LUMBER- BRACING -
TOP CHORE) 2x6 SP No.t TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
7-8,9-10: 2x4 SP No.3, 2-4: 2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=676/0-3-8, 5=663/0-3-8
Max Horz 1=-78(LC 10)
Max Uplift 1=-150(LC 12), 5=-153(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2971118, 2-3=-1264/415, 3-4=-1265/414, 4-5=-288/120 BOT CHORD
2-6=-259/1131, 4-6=-25911131 WEBS 3-
6=-115/538 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=3.0psf; h=25ft, 6=45fL L=24ft; eave=oft; Cat. II; Exp
B; EncL, G0pi=018, MWFRS (directional) and C-C Extenor(2) 0-1-12 to 3-3-0, Interior(1) 3-3-0 to 8-4-0. Extenor(2) 8-4-0 to 11-4-
0 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 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) 1, 5 considers parallel to grain value using ANSI(TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface. 6) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 1=150,
5=153, WARNING - Vefffy
deatgn rearamefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE RAGE MIL-7473 rev. 1010312015 BEFORE USE. Design valid
for "a only with MiTekr® connectors. This design is based only upon parameters shown, and is for an iorawduat building component, not a truss
system Before use, the building designer must verify the applicability of design parametersand properly incorporate this design into the overall building design,
emerng 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 of trusses and truss systems, see ANSI/TPi1 Quality Criteria, OSB-89 and SCSI Building Component Safety InformationavailablefromTrussPlateinstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314_ This item
has been electronically signed
and sealed by
ORegan, Philip, 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. Philip J.
0`Regan PE Na58126 Wait USA,
Inc. FL Cart 6634 6904 Parke
East Blvd. Tampa FL 3361D Date: March
9,
2018 M11, Mi
ek'
6904 Parke
East Blvd_ Tampa, FL
36610
Job --vTruss Truss Type Qty (Ply Park SglBareelona-A or C_TRAY
T13452408
P2392ACT iD3 (MONO HIP 12 1I
4-b Rehr LS@ SgP mil) -
Mid-FlOdda Lumber, Bartow, FL. 8,130 s Sep 15 2017 M[Tek Industries, Inc. Fri Mar 9 10:51:46 2018 Page 1
I D:ItiEj_2vgrkv4uEJUYC 2jFzkFng-E_A9yF8Aju01 JcE61 y6vSiQZpCGUzM2hUMq 1sazcgbR
1-Q-0 5-4-14 ------ - -. _ ,....._.. -1t}-3 4.... 16-5-0
1-0-0 5-4-14 4-10-6 6-1-12
4.8 -=-=
2x4
Scale = 1:33.2
II
4 14 15 16 5
I
6
3x4 = 1 x4 11 3x4 == 3x4 =-
Platg Q kets1X Yi 0-5 4 0 2-Ol _ _
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 0,46 Vert(LL) -0,04 6-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 125 { BC 0,37 Vert(CT) -&08 6-7 >999 180
BCLL 0,0 Rep Stress Incr YES WE 0,74 Horz(CT) 0,02 6 n/a n/a
BCDL 10.0 I Code FBC2017ITP12014 Matrix-MSi Weight: 90 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-2 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-0-2 oc bracing.
REACTIONS. (lb/size) 2=71310-3-8, 6=649/Mechanical Max Herz
2=198(LC 12) Max Uplift
2=-171(LC 12), 6--192(LC 9) FORCES. (Ib) -
Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD
2-3=-1069/296, 3-4=-622/192 BOT CHORD
2-8=-424/919, 7-8=-424/919, 6-7=-2241503 WEBS 3-
7=-4841231, 4-7=-71/409, 4-6=-6401286 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=42psf; BCDL=3.Opsf; h=25ft; 8=45ft, L=24ft; eave=4ft; Cat. 11, Exp
B. Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, interior(1) 2-0-0 to 10-3-4, Extenor(2) 10-3-4 to 14-6-
3 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_ This Item has been 7) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=ib) electronically Signed and 2=171,6=192. sealed by QRegan, Philip, 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. Philip J.
O'Regan PE No.58126 MiTek USA,
Ina FL Cart 6634 6904 Parka
East Blvd, Tampa FL 33610 Date: March
9,
2018 WARNING - Verify
design parameters and READ NOTES ON THIS AND INCLUDED MTEH REFERENCE PAGE M11.7473 rev. 10/03/2015BEFORE USE. Cesign 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 parametersand property incorporate this design into the overall building design.
Bracing indicated Is to prevent buckling of individual truss web andtorchord members only. Addaionat temporary and permanentbracing I I is
alwaysrequiredforstabilityandtopreventcollapsewithpossibley " personal injuryandpropertydamage. For general guidance regarding the s fabrication, storage,
delivery, erection and bracing of trusses and truss systems. see ANSIITPII Quality Cdterta, OSS-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, Ft. 36610
jot) Truss TTm-Type
S
1City Ply Park Sol/Barcelona-A of C_TRAY
V13452409
P2-392ACT-----'- ID3T IEC IAIMid-
Flonda Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc, Fri Mat 9 10:51 47 2018 Page 1 ID
ltlEi_2vqrkv4uEJUYC2jFzkFng-iBXYAb9pUB89xiTiplafd8?wzd5bVkivrqiOabOOzcgt)Q 6-
q 2-
3-8 2-10-0 1-10-8 2-8-0 1-10-8 2-10-0 2-3-8 Scale =
1 28 5 5X8 -=
21
LOADING (
psf) SPACING- 2-0-0 csl, TCLL
20.0 Plate Grip DOL 1,25 TC 0.95 TCOL
10,0 Lumber DOL 1.25 SC 082 BCLL
0.0 i Rep Stress Incr NO WB 038 BCDL
10,10 Code FBC2017ITP12014 Matnx-MS LUMBER -
TOP
CHORD 2x6 SP DSS 'Except* 4-
5: 2x6 SP No,2 BOT
CHORD 2x4 SP No.2 *Except* 11-
12,13-14: 2x4 SP No.3, 2-7:2x6SPNo1 WEBS
2x4 SP No.3 REACTIONS. (
lb/size) 1=1 133/0-3-8,8=1 119/0-3-8 Max
Horz 1 =66(LC 7) Max
Uplift 1-3 1 9(I-C 8), 8=-323(LC 8) 6X6 - --
DEFL.
in (loc) Well Lid Vefl(
LL) -021 10-17 >944 240 Vert(
CT) -043 10-17 >455 180 Horz(
CT) 037 8 n1a n1a 2X4
1! PLATES
GRIP MT20
244/190 Weight:
96 Ib FT = 20% BRACING -
TOP
CHORD Structural wood sheathing directly applied or 2-6-7 oc purfins, BOT
CHORD Rigid ceiling directly applied or 9-7-3 oc bracing. FORCES, (
lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 1-2=-499/157, 2-3=-3354/1009, 3-4=-2784/860, 4-5=-2508/796, 5-6=-27991866, 6-
7=-3344/1014, 7-8=-492/159 BOT
CHORD 2-10=-90613251, 9-10=-67512488, 7-9=-911(3232 WEBS
4-10=-241(1001, 5-9=-245/998,3-10=-9471283,6-9=-903/282 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=25R: a=45ft, L=24ft: eave=4ft, Cat. ll;
Exp 6; EncL, GCpi=0,181 MWFRS (directional); Lumber DOL=1.60 plate grip DOL=l 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)
Bearing at joint(s) 1, 8 considers parallel to grain value using ANSI/TPI I angle to grain formula. Building designer should verify capacity
of bearing surface, 7)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Itt uplift at joint(s) except Ot=lb) 1=
319,8=323, 8)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 149 lb down and 171 Itt up at 7-
0-0, and 96 lb down and 102 Itt up at 8-4-0, and 149 Itt down and 171 Ito up at 9-8-0 on top chord, and 291 Itt down and 108 lb up at
7-0-0, and 59 lb down at 8-4-0, and 291 lb down and 108 Ito up at 9-7-4 on bottom chord. The design/selection of such connection
device(s) is the responsibility of others. 9)
in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6), LOAD
CASE(S) Standard 1)
Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1,25 Uniform
Loads (pif) Vert:
1-16=-82, 4-16-60, 4-5=-60, 5-7=-60, 7-8=-82, 15-18=-20 C,&
j`0AAIl gositin parameters and READNOTES ONTH(SAND INCLUDED aar7EKREFERENCE PAGE NIX7473r-, 10/03/2015 BEFORE USE. Design
valid for use only withMrTel,0 connectorsThis 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 indicatedis to prevent buckling ofindividualtruss wet) and/or chord members only. Additional temporary andpermanent 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component Safety
Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, I
This
item has been electronically
signed and sealed
by ORegan, Philip, 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, PhilipJ. ORegart PE NoM126 MiTok
USA, Ina. FL Cart 6634 6904
Parke East Blvd. Tampa FL 33610 Date:
March
9,2018 MR
MiTek'
6904
Parke East SW Tampa,
FL 36610
Job Tn ss Truss Type iPly Park Sg(Baicelona-A or C TRAY
T13452409
P2392ACT D3T SPECIAL 1 1!
4p,.Refere e j.4..(ton
Mid -Florida Lumber, Bartow, FL. 8.130 a Sep 15 2017 MiTek Industries, Inc_ Fri Mar 9 10:51:47 2018 Page 2
ID:ItiE 2vgrkv4uEJUYC 2jFzkF ng-iBXYAb9pUB89xmplafd8?wzd5bVktvrgjGabQOzcgbQ
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 4=-102(F) 5=-102(F) 10=-291(F) 9=-291(F) 21=96(F) 22=-29(F)
WARNING, Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mfl-7A73 rev. 10103/2018 BEFORE USE.
Design valid for use only with MiTekil) 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 mustverify the applicability of design parameters and propedy incorporate this design into the overall
building design. Bracing indicated is to prevent buckling ofindividual truss web andlor chord members only. Additional temporary and permanent bracing A A 7"gLek' is always required for stability and to prevent collapsewith possible personal injury and property damage. For general guidance regarding the M I
fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 216610
Job 1 Truss 'Truss Type Park Sri/Barcelona-A or C_TRAY
T 134524 10
1 P2392ACT Dut iMONO HIP
I ---- - --- --- Lq0Q, ---
Mid-Flonda Lumber, Barlow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:51 :47 2018 Page I
ID lt'EL2vqrkv4uEJUYC2jFzkFiig-iBXYAb9pUB89xmplafd8?wzrrizbX9iu9qjOabOOzcgbo
1-_4- - 2 16-51-0
1-0-0 4-4-14 3-10-6 4-,0.14 4-0-14
Scale = 1 29.2
4x4
3x4 == 1 5X4 II
4 13 5 14 6
3x4 = 3X8 3x4 L"--
LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in loc) Ildefl L/d
TCLL 20,0 Plate Grip DOL 1 25 TO 0,32 Vert(LL) 009 7-8 999 240
TCCL 10,0 Lumber DOL 1.25 BC 0,67 Ven(CT) 0 18 7-8 999 180
BCLL 0,0 Rep Stress Incr YES WB 0,43 Horz(CT) 002 7 n/a n/a
SCOL 10,0 Code FBC2017ITP12014 Matrix -MS
LUMBER- BRACING -
TOP CHORD 2x4 SP No,2 TOP CHORD
BOT CHORD 2x4 SO No.2
WEBS 2x4 SO No,3 BOT CHORD
REACTIONS, (lb/size) 2=713/0-3-8, 7=649/Mechanical
Max Horz 2= 1 64(LC 12)
Max Uplift 2=-181(LC 12), 7=-208(LC 9)
FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1081/367, 3-4=-802/256, 4-5=-665/269
BOT CHORD 2-8=-4601948, 7-8=-204/468
WEBS 3-8=-324/215, 5-8=-951316. 5-7=-6631297
PLATES GRIP
MT20 2441190
Weight: 86 lb FT = 20%
Structural wood sheathing directly applied or 5-4-11 OC PLIrlins,
except end verticals.
Rigid ceiling directly applied or 8-8-2 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: rl=2511; 6=45k L-24ft, eave=4ft, Cat,
11, Exp B. Encl., GCpi=0,181 MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Intenor(l) 2-0-0 to 8-3-4, Exterior(2) 8-3-4 to
12-4-2 zori 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 10O 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 100 lb uplift at joint(s) except Ot=ib) 2=
181.7=208, A
WARNING • Vor1l'ydesign Parametersand READ NOTES ON THIS AND INCLUDED ANTEX REFERENCE PAGE 11111-7473r., 10103120fS BEFORE USE, Design valid
for use only with MiTeXII, connectors This design is based only upon parameters snown, and is for an individual building component. rim a truss
system Before use, the Isufliffing designer must venry 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 andiot chord members only. Additional temporary and permanent bracing is always
required for stability and to prevent collapse with possible personal inlury and property damage For general guidance regarding Inc fabrication, storage, delivery, erection and bracing of trusses and truss systems see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information
available from Truss Plate Institute, 218 N. Iee Street, Suite 312, Alexandria, VA 22314. This item
has been electronically signed
and sealed by
ORegan, Philip, 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. Philip J. O'Regan PE NoM126 Mi7ok USA,
Ina FL Cork 6634 6%4
Partite East Blvd, Tampa FL 33610 Data: March
9,
2018 MiTek' 6904
Parke
East Blvd - Tampa, FL
36610
Job Truss Truss Type Qty ;Ply (Park SglBarcelona-A or C_TRAY ,
T13452411
P2392ACT iD5 ?COMMON 13 1
Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51,48 2018 Page 1
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-AN5wNxARFVGOZwOV8N8NX7Vxd?tORPA_ygJ8xSzcgbP
1-0-0 4-5-4 8&4 0 12-2-12
4-5_4-_. _ ............. r ...._....".- ..__..-.—
3-10-12---------
i-__. - ...----._ ..3.10.12 i 4-2-4
Scale = 1 30.2
4x4
I
3x8
3x4 "-= 3x4 =_
LOADING (psf) SPACING- 2-0-0 CsL DEFL. in (loc) I/deft L/d I PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TO 0.33 Vert(ILL) -0.08 7-13 >999 240 MT20 244/194
TCDL 10.0 Lumbar DOL 1.25 BC 0,63 Vert(CT) -0.17 7-13 }999 180
BCLL 4-0 Rep Stress incr YES WS 0,18 Horz(CT) 0.02 6 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight. 72 lb FT = 20°!
LUMBER- EIRACING-
TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 6=655/Mechanical, 2=718/0-3-8
Max Herz 2=88(LC 11)
Max Uplift 6=-155(LC 12), 2=-200(LC 12)
FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1091/381, 3-4=-817/289, 4-5= 814/301, 5-8=-1077/387
BOT CHORD 2-7=-299/956, 6-7=-2861924
WEBS 4-7=-126/482, 5-7=-297/181, 3-7=-328/191
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10. Vuft=140mph (3-second gust) Vasd=108mph, 'FCDL=4.2psf; BCDL=3Apsf; h=25ft; 6=45ft; L=24ft, eave=oft; Cat-
11, Exp B; Encl., GCpt=0.18, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-4.0, Exterior(2) 8-4-0 to
11-4-0 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 2-0-0 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 Qt=lb) This Item has been
6=155, 2=zoo electronically signed and
sealed by ORegan, Philip, 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.
Philip J. O'Ragan PE No.56126
kFak USA, Inc. FL Cart 6634
6904 Parka Eaat Blvd. Tampa FL 33610
Data:
March 9,2018
WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED WTEK REFERENCE PAGE MY-7473 rev, f0l03/20fSBEFORE USE.
Design valid for use only with MITek@x connectors. This design is based only upon parameters shown, and is for an individual building component, not 3
a truss system. Before use, the building designer must verfly the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling ofindividual truss web and/or chord members only Additional temporary and permanent bracing tt'ii 1
is always required for stability and to prevent collapse with possiblepersonal Injury and property damage. For general guidance regarding the IYt ek
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Bhal.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandre, VA 22314" Tampa, FL 36610
Job Truss Truss Type Oily Ply Park Sq/Barcelona-A of C_TRAY
T13452412
P2392ACT iEl HIP
i
Mid-Flonda Lumber, Bartow, FL. 8 130 s Sep 15 2017 MiTek Industries, Inc. Fit Mar 9 10:51 :49 2018 Page 1
ID,ItiEj_2vqrkv4uEJUYC2iFzkFng-fZPbHA3OpOtA4zhi4fc4t-26zPGNAtO7AK3hTVZCgbO
1 0-0 5-0-0
Scale = 1 20 3
4X4 4x4
i
3x4 = 3x4 =-
LOADING (psf) SPACING- 2-0-0 CS1. DIEFL. in (Ioc) I/defl L/d PLATES GRIP
TCLIL 20,0 Plate Grip DOL 1.25 TC 035 Vert(ILL) -004 6-10 >999 240 MT20 244/190
TCDL 10,0 Lumber DOL 1.25 BC 043 Vert(CT) -007 6-10 >999 180
BCLL 00 Rep Stress Incr NO WS 008 Horz(CT) 0.01 5 n/a n/a
BCDL 100 Code FBC2017fTP12014 Matnx-MS Weight: 43 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied or 5-3-15 oc purlins. BOT
CHORD 2x4 SP No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS
2x4 SP No,3 REACTIONS. (
lb/size) 5=624/Mechanical, 2-69010-3-8 Max
Herz 2=57(LC 7) Max
Uplift 5=-160(LC 8), 2=-207(LC 8) FORCES. (
lb) -Max. Comp./Max, Ten, -All forces 250 db) or less except when shown. TOP
CHORD 2-3=-10371276, 3-4=-883/275, 4-5=-1024/275 BOT
CHORD 2-7=-191/874, 6-7=-190/883, 5-6=-1921875 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=25k B=45ft; L=24ft; eave=4ft, Cat, ll;
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 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 100 lb uplift at joint(s) except Ot=lb) 5=
160,2=207, 8)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 179 lb up at This item has been 5-
0-0, and 170 lb down and 179 lb up at 6-0-0 on top chord, and 86 In down at 5-0-0, and 86 lb down at 5-11-4 on bottom chord. electronically signed and Thedesign/selection of such connection device(s) is the responsibility of others, by ORegan, Philip, PE 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6), sealed using
a Digital Signature. LOAD
CASE(S) Standard Printed copies of this 1)
Dead + Roof Live (balanced): Lumber Increase=1,25, Plate lncrease=1.25 document are not considered UniformLoads (plo signed and sealed and the Vert: 1-3=-60, 34=-60, 4-5=-60, 8-11 =-20 Concentrated
Loads (lb) signature must be verified Vert:
3=- 1 23(F) 4=- 1 23(F) 7=-64(F) 6=-64(F) on any electronic copies. Philip
J. O'Rogan PE No,58126 Walk
USA, Inc. FL Cart 6634 GSU
Puke East Blvd, Tampa FL 33610 Date:
March
9.2018 WARNING -
verify designparametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411- 7473 rit, 10/03/2015 BEFORE USE. Design
valid for use only with MiTekV connectors This Closign IS eased only upon parameters shown, and is for an individual building cordporan't, not a
truss system aerate 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 androf chord members only. Additional temporary and permanent bracing is
always required for stability and to prevent collapse with possible personal injury and prop" damage For general guidance regarding line MiTek' fabrication,
storage, delivery, erischou and bracing of trusses and truss systems' see ANSIITPI1 Quality Criteria, OSB-89 and BCSI Building Component 6904 arKeEast Bvaf SafetyInforanathenavailablefromTrussPlatemstiture, 218 N Lee Street, Suite 312, Aj"andna,VAM14 Tampa, FL 36614
Job Tn ss Truss 1ype Qry Ply Park Sq/Barcelona-A or C_TRAY
i T13452413
P2392ACT F1 ROOF TRUSS 13 1
Mid-Flonda Lumber, Bartow, Ft_ 8,130 s Sep 15 2017 MiTek Industries, Inc, Fri Mar 9 10:51:52 2018 Page 1
ID ItiEj_2vgrkv4uEJUYC2jFzkFng-38LRDJDxJkmSIXiGNDCKizgWacAtN6rZtlHM4EzcgbL
a-1-a
Scale = 1;40.1
3x3 =- 3x3 =34 FP - 4x8 - 3x4 - 3x4 = lx3 It 3x3 = 3x3 = 3x3 = 4x6
2 3 4 5 - 6 7 8 9 10 11 12
27 26 25 24 23 22 21 20 19 18 17 16 15 14 13
1x3 :i 3x3 = 1x3 I 1x3 it 3x3 = 3x3 li 4x5 3x4 = 3x4 1x3 II 3x3 = 3x3 = 4x5 =-- 3x3 II
3x6 FP
LOADING (psf) SPACING- 2-0-0 j cSl. DEFL. in (loc) I/deft Lfd PLATES GRIP
TCLL 40-0 Plate Grip IDOL 1.00 TC 0.78 Vert(LL) 0,20 17-18 >956 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 095 Vert(CT) 0,28 17-18 >704 240 j
BCLL 0-0 Rep Stress Inc YES WB 0,59 Horz(CT) 0,04 13 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD
BOT CHORD 2x4 SP No.2(flat) 'Except'
16-27: 2x4 SP NoAD(flat) BOT CHORD
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 27=287/0-8-0, 13=839/0-3-8, 22=147710-8-0
Max Uplift 27=-l(LC 4)
Max Grav 27=366(LC 3), 13=853(LC 7), 22=1479(LC 8)
FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-27=-36510, 12-13=-847/0, 1-2=-273/30, 2-3=-4931174, 3-5=-128/461, 5-6--39710, 6-7=-1721/0,
7-8=-2660/0, 8-9=-2660/0, 9-10=-2613/0, 10-11=-2034/0, 11-12=-842/0 BOT CHORD 25-26=-
174/493, 24-25=-174/493, 23-24=-174/493, 22-23=-845/0, 21-22=-845/0, 20-21=0/1212,
19-20=0/2245, 18-19=0/2660, 17-18=0/2660, 15-17=0/2466, 14-15=0/1584 WEBS 1-26=401370,
2-26=-300/197, 5-23=0/557, 3-23=-699/0, 12-14=011121, 5-21=0/1237, 11-14=-1032/0,
6-21 =- 1144/0, 11-15=0/626, 6-20=0/749,10-15=-600/0, 7-20=-78210, 10-17=0/288,
7.19=01742, 9-17=-289/171, 8-19=-303/0, 5-22=-1432/0 Weight: 123 lb FT =
20%F, 11%E Structural wood sheathing directly
applied or 6-0-0 oc purlins, except end verticals. Rigid
ceiling directly applied
or 2-2-0 oc bracing. 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 100 Itt uplift at joint(s) 27. 3) Recommend 2x6 strongbacks,
on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Off (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 - WARNING - Verify design pa:
meters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mff-7471 rov. 10/03/2015 BEFORE USE. Design valid for use
only with MiTekSt 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 indicatodistopreventbucklingofindividualtrussweband/or chord members only Additional temporary and permanent bracing is always requiredfor
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, D88-99 and SCSI Building Component Safety Information available from
Truss Plate institute, 218 N. Lee Scree(, Suite 312, Alexandria, VA 22314. This item has been
electronically signed and sealed
by QRegan, Philip,
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.
Philip J. 01kegan PE
No.58126 MiTak USA, Inc. FL
Cott66U 6904 Parka East Blvd.
Tampa FL 33610Data: March 9,2018
e..
Mi ek 6904
Parke
East Blvd
Tampa,FL 36610
job !Truss Truss Type Qty jt ly i Park Sq/Barcelona-A or C TRAY
T13452414
P2392ACT 11`2 1ROOF TRUSS 5 1 1
I_IR,-C ce q notlAtL
Mid-Flonda Lumber, Barlow, FL, 8.130 s Sep 15 2017 MiTek Industries, Inc, Fin Mar 9 10:51 57 2018 Page I
ID.ItiE)_2vqrkv4uEJUYC2iFzkFng-Q68KGOH47GPk8JaDA=VPlNQMdwx2NIlOa?7lRzcgbG
0-1-8
H 1--30 -A F__!_ILL2y Scale = 1 38.8
Ix3 3XI
3x3 3x6 MT20HS FP = 4x6 3x4 = 3x3 -- 1 x3 11 34 1= 3x3 = 3x3 = 4x6
2 3 4 5 6 7 8 9 10 11 12 11
lx3 V( 3x3 `_ lx3 Ii 3x3 = 3X6 == 4x5 3x4 = 3x3 = 1 y3 31 3x6 MT20HS FP = 04 = 3X3
3X3 - 3X3
LOADING (par) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d
TCLL 40.0 Plate Grip COL 100 TC 058 Verl(LL) -0,15 18-19 >999 360
TCOL 10.0 Lumber DOL 1 00 BC 076 Vert(CT) -0.21 18-19 >895 240
SCILL 0,0 Rep Stress Incr YES W6 057 Horz(CT) 0,04 14 n1a n/a
BCDL 5,0 12014 Matnx-SCodeFBC2017ITP i
LUMBER- BRACING -
TOP CHORD 2x4 SP No,2(flat) TOP CHORD
BOT CHORD 2x4 SP No. 1 (flat) *Except*
14-17 2x4 SP No,2(flat) BOT CHORD
WEBS 2x4 SP No,3(flat)
REACTIONS. (Ibitsize) 27=29510-8-0, 14=79910-3-8, 23=1427/0-8-0 Max Uplift
27=-l(LC 4) Max Grav
27=375(LC 3), 14-81 l(LC 7), 23=1436(LC 8) FORCES, (lb) -
Max, Comp,/Max, Ten, - All forces 250 (lb) or less except when shown, TOP CHORD
1-27=-375/0, 13-14=-805/0, 1-2=-283/35, 2-3=-511/173, 3-5=-511/173, 5-6=0/844, 6-7=-
375/0, 7-8--l609/0,8-9=-2415r0, 9-10=-2415/0, 10-1 1=-239010, 11-12=-1900/0, 12-13=-
794/0 BOT CHORD
25-26=-1731511, 24-25=-173/511, 23-24=-459/222, 22-23=-844/0, 21-22=0/1 134, 20-21=0/
2087,19-20=0/2415, 18-19=012415, 16-18=0/2286, 15-16=0/1493 WEBS 6-23=-
1038/0, 1-26=-471385, 5-23=-641/0, 2-26=-3091188, 5-24=0/608, 3-24=-29210, 13-15=0/
1057,6-22=0/1206, 12-15=-972/0, 7-22=-1092/0, 12-16=0/565, 7-21=01697, 11-16=-53710,
8-21=-709/0, 8-20=0/611 PLATES GRIP MT20
244/190
MT20HS 187/143
Weight: 121 lb
FT = 20%F, 11%E Structural wood sheathing
directly applied or 6-0-0 oc purlins, except end verticals.
Rigid ceiling directly
applied or 6-0-0 oc bracing, NOTES- 1) Unbalanced
floor
live loads have been considered for this design. 2) All plates
are MT20 plates unless otherwise indicated 3) Provide mechanical
connection (by others) of truss to bearing plate capable of withstanding 1 lb uplift at joint 27 4) 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. 5) CAUTION, Do
not erect truss backwards. WARNING- Verity design
parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1111-7473 re, 1010312015 BEFORE USE. Design valid for
use only with MiTekV connectors. This design is based only upon parameters shown, andis for an individual building component, not a truss system.
Before use, the building designer must verify the appiicaoiilty of design parameters andproperty incorporate this ckning-rito the overall building design, Bracing
indicated is to prevent buckling of individual truss web and/or chord mem"ra only. Additional temporary and permanent bracing Is always required
for stability and to prevent collapse with possible personal musy and property damage For general guidance regarding the fabrication, storage, delivery,
erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, OSB-89 and BCS1 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 ORegan,
Philip, 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. Philip J. O'Regan FIE No.58126 MITak USA, Ina,
FL Cart 034 6904 Parke East
Blvd. Tampa FL 33610 Data: March 9,
2018
Ni[ MiTek' 6904
Parke
East
Blvd Tampa, FL 36610
oo TTuuss ;truss Type Qh, Ply Park Sq/Barcelona-A or C_TRAY
T13452415
P2392ACT F3 GABLE 11 1
a-rlonaa t umper, dartow, r-L.
1 2 3 4
am
1 imcyi
43i r yy
42 41 40 39
3x3 II
5 6 7 8 9
t4.tau s 5ep to zvi t Mliex industries, inc- t-n Mar 9 tD:St:aa 1ut8 Page 1
ID:ItiEj_2vgrkv4uEJUYC2iFzkFng-uliiUMHivaXblS9QkTJkxEv i1RznxWSFEkgHtzcgbF
Scale = 1:37.8
34 FP = 3x3 iI
10 11 12 13 14 15 16 17 18 19 20 21
0
I
38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22
3x3 i1 3x6 FP 3x3 it
11.5-4 12-9-4
t 1 '1'4.. ,t 'd 0 14-1A i t5-5-R 16- -'%__' t 8-i, ,_+--"9'--4 t— -. .-A. _i%. ? _ p 9 4 1 4 d 1 4 0 1-6=d i-2-0 o-to-12 1-4-d 1-4-0 0.3-4 1-0-12 1-0-120.7 4 1 4-0 1-4-0 1-4-0 1-4-d 1-4-0 1,4-0 i-4 o '6-9-4
LOADING (psf) SPACING- 2-0-0 CSI, DEFL, in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0,10 Vert(LL) n/a nia 999 MT20 2441190
TCDL 10.0 Lumber DOL 1_00 BC 0,01 1 Vert(CT) n/a n/a 999
BCLL QO Rep Stress Incr NO WB 0,06 Horz(CT) 0,00 22 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight: 104 lb FT = 20°fnF, 11°loE
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directlyapplied or 6-0-0 oc purlins.
BOT CHORD 20 SP No 2(flat) except end verticals.
WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing_
OTHERS 2x4 SP No.3(flat)
REACTIONS. All bearings 22-10-8,
lb) - Max Grav All reactions 250 ib or less at joint(s) 42. 22. 31, 32, 34, 35, 37, 39. 40, 41, 30, 29, 28, 27, 26,
25, 24, 23, 38 except 36=580(LC 1)
FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown.
WEBS 7-36=-576/0
NOTES-
1) All plates are lx3 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 24 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.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00. Plate Increase=1.00
Uniform Loads (plf) This item has been
Vert: 22-42=-10, 1-21=-100 electronically signed andConcentratedLoads (lb)
Vert: 7=-552 sealed by ORegan, Philip, 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, Philip J, O'Regan PE No.58126
MiTek USA, Inc. FL Cert6634
6904 Parka East Blvd- Tampa FL 33610
Date:
March 9,2018
WARNING - Verify design paramaters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE RAGE 11411.7477 rev. 1010312015 BEFORE USE.
s
Design valid for use onlywith MITetet connectors- This design isbased only upon parameters shown, and is for an individual building component, not
a truss system- Beforeuse, the building designer mustverify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing molested is to prevent bucking ofindividual truss web and/or chord members only. Additional temporary and permanent bracing il`'
is always required for sialmley and to prevent collapse with possible personal injury and property damage- For general guidance regarding the tlti 1
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt 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. Alexandre, VA 22314_ Tampa, FL 36610
Job i rruss jTruss Type , oty Ply I Park Sq/Barcelona-A or C_TRAY
T13452416
P2392ACT F4 !ROOF TRUSS 12 i
4.2RPLe e1.Q i n %___._....._...__
Mid -Flow da Lumbar, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc_ Fri Mar 9 10:51:59 2018 Page 1
ID ItiEj__2vgrkv4uEJUYC2jFzkFng-MVG4hilKftfSNckcHBrzUSSiDRbKWDgbUUUDpKzcgbE
f3-1-8
Scale = 1,36.5
3x5 =_
4x4 = 34 = 36 -x 1x3 11 3x3 = 3x3 = 3x6 MT20HS FP = 4x4 = 5x6 =
2 3 4 5 6 7 8 9 10 11
2x4 !1 5x6 = 4x4 = 3x6 MT18HS FP =- 3x4 = 1x3 I` 3x3 -- 3x4 = ix3 11 4x4 == 5x6 = 3x3 li
ix3 i 3x4 =-
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in too) Udefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0,88 Vert(LL) -045 18 >575 360 MT20 2441'190
TCDL 10.0 Lumber DOL 1-00 { BC 0-77 Vert(CT) -0,62 18 >420 240 MT20HS 1871143
BCLL 0.0 Rep Stress Incr YES WB 0,77 Horz(CT) 0.09 12 file n/a MT18MS 2441190
BCDL 5.0 Code FBC2017/TPI2014 Matrix-S j Weight: 114 lb FT = 20 /oF, 11 % E
LUMBER. BRACING -
TOP CHORD 2x4 SP No.1D(flat) "Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
8-11: 2x4 SP No.2(flat) except end verticals.
BOT CHORD 2x4 SP No, 1(flat) "Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
12-21: 2x4 SP DSS(flat)
WEBS 2x4 SP No-3(flat)
REACTIONS. (lb/size) 25=1186/0-8-0, 12=1186/0-3-8
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-25=-1180/0, 11-12=-1179/0, 1-2=-1 16810, 2-3=-305610, 3-4=-4375/0, 4-5=-5228/0,
5-6=-5228/0, 6-7=-5104/0, 7-9=-441910, 9-10=-3092/0, 10-11=-1221/0
BOT CHORD 23-24=012260, 22-23=0/3869, 20-22=0/3869, 19-20=014872, 18-19=015228, 17-18=015228, 16-17=0/4909,
15-16=0/3891, 14-15=0/3891, 13-14=0/2310 WEBS 11-13=0/
1626, 1-24=011588, 10-13=-1514/0, 2-24=-1519/0, 10-14=0/1087, 2-23=011108, 9-14=-1086/0, 3-23=-1104/0,
9-16=0/718, 3-20=0/688, 7-16=-68110,4-20=-69110, 7-17=0(475, 4-19=-47/847,
6-17=-576/232, 5-19=-36310 NOTES- 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 3-1Od (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. WARNING-
Verify design parameters and READ NOTES ON
THIS AND INCLUDED MITEK REFERENCE PAGE MO.7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek,10 connectors-
This design is based only upon parametersshown, and is for an individual bustling 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 dealer chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse
with possibie personal into y 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 Safety Information available from Truss Plate institute, 218 N_ Lee Street, Suite 312, Ale amdna, VA 22314. This item has been electronically signed and sealed by
ORegan, Philip, 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. Phftip
J, CiRegan PE No.
58126 MiTek USA, Inc,
FL Cart 6634 6W Parka Eaat
Blvd. Tampa FL 33610 Date: March
9,2018 IYIi ek' 6904 Parke East
Blvd.
Tampa, FL 36610
job Truss Truss Type I Qty 11oly Park Sq/Barcelona-A or C_TRAY
I T 13452417
P2392ACT iF5 !ROOF TRUSS 5 i 1
Mid-Fionda Lumber, Bartow, FL- 8,130 s Sep 15 2017 MiTek Industries, Inc- Fri Mai` 9 10:52:00 2018 Page 1
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-ghgSv2JzQBnJ?rnJoruMCW. sury(FhaliYDnMmzcgbD
Scale = 1 35-6
3X3 = 3x5 = 1x3 i.I
4x4 == 3x3 = 30 - 1x3 II ix3 II 3x3 = 3x6MT20HS FP = 46 = ix3 -_
2 3 4 5 6 7 8 9 10 11 12
3x3 i 4x6= 3x8 MT18HS FP _ 3x4 = 3x3 = 3x3 = 3x5 =-= 4x5 == 3x6 =`
4x4 = 3x3 =
I-&-_4 _ 4 4-2 _} _ . 6-9
1-6-0 -w....._...b-L _.._Wa ..-_ 5^oa __............._-. ---,4 x'-.§ 2.§___r____.... __...._...__
PI t 0„ff ets X,X) - -_._ LLE-Age 0 1-8 > :o-is d e
LOADING (psf) SPACING- 2-0-0 CSI, DEPL, in (loc) Ildefl Lld
TCLL 40.0 Plate Grip DOL 1-00 TC 0-89 Vert(LL) 0,42 16-17 1599 360
TCDL 10.0 Lumber DOL 1_00 BC 0,72 Veft(CT) 0.58 16-17 435 240
BCLL 0.0 Rep Stress Incr YES WB 0173 HOr2(CT) 0,09 13 n/a n/a
BCDL 5.0 Code FBC2017fTP12014 Matrix-S
LUMBER- BRACING -
TOP CHORD 2x4 SP No, 1(flat) *Except* TOP CHORD
9-12: 2x4 SR No.2(flat)
BOT CHORD 2x4 SP No, 1(flat) 'Except' BOT CHORD
13-20: 2x4 SP DSS(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 23=1153/0-3-8, 13=1153/0-4-0
FORCES, (lb) -Max. Comp./Max- Ten- -All forces 250 (lb) or less except when shown.
TOP CHORD 1-23=-114810, 1-2=-119110, 2-3=-3015/0, 3-4=-4220/0, 4-5=-4999/0, 5-6=-4999/0, 6-7=-499910,
7-8=-4640/0, 8-10=-3690/0, 10.11=-2177/0 BOT CHORD 21.22=
012249, 19-21-0/3748, 18-19=0/4686, 17-18=0/4999, 16-17=014938, 15-16=0/4296, 14-15=0/3066, 13-14=
0/1257 WEBS 11-13--1671/0, 1-
22=0/1538, 11-14=011279, 2-22=-1472/0, 10-14=-123710, 2-21=0/1064, 10-15=0/868, 3-21=-
1020/0,8-15=-843/0, 3-19=0/656, 8-16=0/479,4-19=-647/0, 7-16--455/0, 4-18=-
66/766, 7-17=-295/536, 5-18=-351/0, 6-17=-256/75 PLATES GRIP MT20 244f190 MT20HS 187,'
143 MT18HS
2441190 Weight:
109 lb FT =
20%F,
11 %E Structural wood sheathing directly applied or
2-2-0 oc purlins, except end verticals. Rigid ceiling 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) 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. A0, WARNING • 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
MITeklit 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 budding of individual truss web antl/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 Forgeneral guidance regarding the tabrrcabon, 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 ORegan,
Philip, 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, Philip J.
O'Regan PE No.
58126 MiTek USA, inc. FL Cert 6634
6864 Parke Eaet Blvd. Tampa FL
33610 Date: March 9,2018 i MiTek'
6904
Parke East Blvd.
Tampa,
FL
36610
r_-.___.- _ ..__..__.._._......._______ rJabTrussf russ Type Qty Ply Park Sg/Barcelona-A or C_TRAY t
T13452418
P2392ACT F5A GABLE 1 1
i n i ---_
Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc_ Fn Mar 9 10:52,01 2018 Page 1
ID:ItiEj_2vqfkv4uEJUYC2iFzkFng-ItOg6OKbBVvAdwu?PctRZtYDI F Sf_JnuxCzKuCzcgbC
Scale -, 1 35.6
3x3 i1
1 2 3
cX
36 35 34
3x3
3x6 MT20HS FP =
4 5 6 7 a 9 10 11 12 13 14 15 1t3
33 32 31 30 29 28 27 26 25 24 23 22 21 20 19
3x6 MT20HS FP = 3x3 Il
10-018 10-11-8
L.g—`Z1.4- ....._.t08.__..7—( 13.4'0_--k
1 4-0 h4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-t-8 0-2 -7-8 1-0-8 1-4-0 1-4-0 i-4-0 1-4.0 1-4-0 1-4-0 1-4-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) ildefl L/d PLATES GRIP
TCLL 40,0 Plate Grip DOL 1,00 TC 0.08 Vert(LL) nla nta 999 MT20 2441190
TCDL 10.0 Lumber DOL 1.00 BC 0,01 Vert(CT) nia nla 999 MT20HS 1871143
BCLL 0.0 Rep Stress Incr YES WS 0.03 HOrz(CT) 0.00 19 n/a nla
BCDL 5.0 Code FBC2017(rP12014 Matrix-R Weight: 94 In, FT = 20%F, 11 %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(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No_3(flat)
REACTIONS. All bearings 21-4-0.
lb) . Max Grant All reactions 250 lb or less at joint(s) 36, 19, 27, 20, 21, 22, 23, 24, 25, 26, 35, 34, 33, 32, 30,
29,28
FORCES. 0b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) All plates area MT20 plates unless otherwise indicated_
2) All plates are lx3 MT20 unless otherwise indicated.
3) Gable requires continuous bottom chord bearing.
4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 1-4-0 oc.
6) 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.
WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Nit-7473 rev, t0103/2015 BEFORE USE.
Design valid for useonly with MiTekQUconnectors. This design is based onlyupon parameters shown. and is foran individual building component, not
atruss 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 ofindividual trussweb and/or chord members only. Additionaltemporary andpermanent 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 bf trusses and teas systems, see ANSIITPIt quality Criteria, DSS,89 and SCSI Building ComponentSafetyinformationavailablefromTrussPlateInstitute, 218 N_ Lee Street, Suite 312, Alexandria. VA 22314_
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
PhiUp J. O'Regan PE No.56126
MiTak USA, Inc, FL Cart 6634
904 Parke East 61vd• Tampa FL 33610
Date:
March 9,2018
MiTek
6904 Parke East Blvd.
Tampa, FL 36610
Job Truss Truss Type Qry (Ply Park Sq(Barcelona-A or C TRAY
T13452419
P2.392ACT F6G ROOF TRUSS 1 1 1
Mid -Florida Lumber, Bartow, FL. - - 8,130 s Sep 15 2017 MiTek Industries, Inc, Fn Mar 9 10:52 02 2018 Page 1
10:ItiEi_2vgrRv4uEJUYC2jFzkFng-m3yOJkKDyo11 E4TBzJOg644GPeaSjYF i AsttQezcgbB
0-1-8
i 130 i 1111
Scale = 1 326
6x6 = 44 Il Sufi I i 4x6 11 2x6 11 3x6 ! 1 3x6 11 4u6 :1 7x6 ! 3x6 i I
2 3 4 5 6 7 23 8 9 10 11
4x6 11 64 = 3x6 {I 54 it 2.x6 (; 3x6 II 3x6 it 3x6 it 6x7 == 6x6
tx3`
LOADING (psf) SPACING- 2-0-0 CSI. i DEFL, in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1,00 TC 0.63 Vert(LL) 0,31 15-16 745 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0,93 Vert(CT) 0-42 15-16 541 240
BCLL 0.0 Rep Stress Incr NO WB 0.91 i Horz(CT) 0,06 12 n1a We
BGDL 5.0 Code FBC2017 TPI2014 i Matrix-S
LUMBER- BRACING -
TOP CHORD 2x4 SP No2(flat) TOP CHORD
BOT CHORD 2x4 SP No.l(flat)
WEBS 2x4 SP No.3(flat) BOT CHORD
REACTIONS. (lb/size) 12=1908/0-3-8, 21=1244/"-0
FORCES. (lb) - Max. Comp.tMax- Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2620/0, 3-4=-3761/0, 4-5=-5278/0, 5-6=-614710, 6-7=-6147/0, 7-8=-6398/0,
8-9--5251/0, 9-10=-378210
BOT CHORD 20-21-0/1520, 19-20=0/3761, 18-19=0/4588, 17-18=0/6147, 16-17=0/6147, 15-16=016521, 14-15=016150,
13-14=0/5251, 12-13=012334 WEBS10-12=-2972/0, 2-21=-
1918(0, 10-13=011915, 2-20=0/1456, 9-13=-1906/0, 9-14=0/711, 3-20=-1480/0, 3-19=01706,
8-14=-1165/0, 4-19=-1072/0, 8-15=0/396, 4-18=0/993, 7-15=-382177, 5-18=-1344/0, 7-16=-837/
363, 5-17=-62/432 Weight: 152 lb FT = 20%F, 11 %E Structural wood
sheathing directly applied or 6-0-0 oc
purlins, except end verticals. Rigid ceiling directly applied or 10-0-
0 oc bracing.
NOTES- 1) Unbalanced floor live loads have been considered for
this
design. 2) Bearing at joint(s) 21 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3) Recommend 2x6 strongbacks, 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. 4) CAUTION, Do not erect truss backwards. 5) Hangens) or
other connection device(s) shall be provided
sufficient to support concentrated loads) 357 lb down at 13-5-8, and 357 Ib down at 15-5-8, and 357 lb down
at 17-5-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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 + Floor Live (balanced): Lumber
Increase=1.00, Plate
Increase=1.00 Uniform Loads (plf) Vert: 12-21=-10, 1-11=-100
Concentrated Loads (lb)
Vert: 10=-357(F) 9=-357(F)
23=-357(F)
WARNING - Versfy design pa: amerers and READ NOTES ON THIS
AND INCLUDED MITEK REFERENCE PAGE MI1,7473 rev, 10/03/2015 BEFORE USE. Design valid for useonly with MiTeMai 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 designparameters and properly incorporate thisdesign into the overall building design- Bracing indicated is to prevent buckling of individual
truss web and/or chord members only, Additional temporaryand permanent bracing a always required for stability and to prevent collapse with
possible personal mlury and property damage. For general guidance regarding the fabrication, storage, dairy", erection and bracing of trusses and truss
systems, see ANSIITPtt Quality Criteria, OSS-99and 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 ORegan,
Philip, 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. Philip J.
O'Regan PE No.
59129 MiTek USA, In*, FL C4 9&34 6994 Pafka Ealat
Blvd, Tampa FL 3361Q Data, March 9,
2018 t a ita 6904 Parke East
Blvd.
Tampa, FL 36610
Jot) Truss ;Truss Typeyp Oty Ply I Park Sq/Barcelona-A or C TRAY
T13452420
IP2392ACT II1`76 jROOF TRUSS Lion Rafegr tic o ti Gifl)
Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc_ Fri Mar 9 10:52:03 2018 Page 1
I0:ItiEj_2vgt1cv4uEJUYC2iFzkFng-EGVbX4Lg69usE1NW1 vveldSk2wWSO?BOVSRy5zcgbA
0-1-8
H 1 t-3 0_ - 1-t T-12
Scale = 1.32
7x6 I? 4x6 it 3x8 !i 3x6 I{ 2x6 it 5x6 ii 4x6 iI 4x6 'ti 6x6 "= 3x6 is
2 3 4 23 5 6 7 a 9 10 1=1
5x6 li 6x7 3x8 tl 3,6 h 2x6 4x6 it 4x6 ii 3x6 I 6x6 = 6x6 =
1x3 ='
LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 40,0 Plate Grip DOL 1 00 TC 0,53 Vert(LL) -0-30 17 >769 360 MT20 2441190
TCDL 14.0 Lumber DOL 1,00 BC 0,95 Vert(CT) -0.41 17 >559 240
BCLL 0,0 Rep Stress Incr NO WB 0,88 Horz(CT) 0,06 12 n/a n/a
BCDL 5.0 Code FBC2017(TPI2014 Matrx-S Weight 152 lb FT = 20%F 11 l 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(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 12=128110-3-8, 21=175810-8-0FORCES. (lb) - Max_
Comp./Max. Ten. - All forces 250 jib) or less except when shown. TOR CHORD 2-
3=-3572/0, 3-4=-5014/0, 4-5=-6426/0, 5-6=-666710, 6-7=-666710, 7-8=-5422/0 8-9=-3866/
0. 9-10=-2693/0 BOT CHORD 20-
21=0/2174, 19-20=0/5014, 18-19=0/6029, 17-18=0/6667, 16-17=016667, 15-16=0/6103, 14-15=0/
4775, 13-14=013866, 12-13=011549 WEBS 10-12=-1971/0, 2-21=-27"/O,
10-13=0/1514, 2-20=0/1850, 9-13=-1520/0, 9-14=0/773, 3-20=-1870/0, 3-19=0820, 8-14=-
117910, 4-19=-1316/0, 8-15=aB56, 4-18=0/618, 7-15=-90110,, 5-18=-712/162, 7-16=-80/1157, 5-
17=-385/145, 6-16=-430/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2)
Bearing
at joint(s) 21 considers parallel to grain value using ANSI/
TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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) Hanger(s) or other connection
device(s) shall be provided sufficient to
support concentrated load(s) 239 Ib down at 1-9-8, 239 lb This item has been down at 3-9-8, and 239 lb down at 5-9-8,
and 239 Ib down at 7-9-8 on top chord. The design/selection of such connection electronically Signed and evics) is the responsibility of others. devices) 6) In the LOAD CASE(S) section, loads applied to the faceof
the truss are noted as front (F) or back (8). sealed by ORegan, Philip, PE using a Digital Signature, LOAD CASES) Standard Printed Copies of this 1) Dead +
Floor Live (balanced): Lumber
Increase=1.00, Plate Increase=1.00
document are not considered Uniform Loads (pif) signed and sealed and the Vert: 12-21=-10, 1-
11-_100 g Concentrated Loads (lb) signature mustbeVerifiedVert: 2=-239(8) 3=-239(
B) 5=-239(B) 23=239(B)
on any electronic copies. Philip J. a'Regan PE Na.58126 MiTek USA, Inc. FL Cart 88346904ParkeEastBlvd, Tampa FL 33910
Date: March 9,2018 WARNING - Verify
design parameters and READ NOTES ON THIS
AND
INCLUDED MITEK REFERENCE
RAGE MII-7473 rev, 10/03/2015 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 a truss system. Before use, the building designer must verify the applicability ofdesignparametersandproperlyincorporatethisdesignintotheoverallbuildingdesign- Bracing indicated is to prevent buckling of Individual truss web and/
or chord members only Additional temporary and permanent bracingA A'1t'1ft.° is always required for stability and to prevent collapse with possible personal injuryandpropertydamage. For general guidance regarding the IY1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, sect ANSIITPII
Quality Criteria, DSB-89 and SCSI Building Component I Safety Information available from Truss Plate Institute, 218 N- kee Street. Suite 312,
Alexandra, VA 22314- 6904 Parke East Blvd - Pampa, Fl. 36610 ,
m_ _ ___-___-__r_.___. _ ------
Job (Truss !TrussType Cry ;Ply 1,Park Sq/Barcelona-AorC-1PAY 113452421
P2392ACT
lF8 ;ROOF TRUSS 14 i i
Lt .i34f nce optIk _ __ Mid-
Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries,. Inc. Fri Mar 9 10:5204 2018 Page 1 I D:
ItiEi_2vgrkv4uEJUYC2jFzkFng-iS3zkPMTUQH11UNca4kQ8B VAtYSOJBcJKd96_VXzcgb90-1-
8 1 i
1-3-0 ---) -------1--11-0 ---i 0- Scale'= ti&
8 ix3 1
3x3 =_
3x3 -_ 3x3 =
ix3
it 2 3
1x3 !I
3x3 = 4 5
LOADING (psf)
SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd TCLL 40-
0 Plate Grip DOL 1-00 TC 0.39 Vert(LL) 0,05 10-11 999 360 TCDL 10.
0 Lumber DOL 1_00 BC 0.40 Ven(CT) 0.06 10-11 999 240 BCLL 0.
0 Rep Stress Incr YES WB 0,30 Horz(CT) 0.01 7 n/a n/a BCDL 5.
0 Code FBC2017rTP12014 Matrix-S LUMBER- BRACING-
3x3 =_ 6
1x3 =
3x3 = PLATES
GRIP
MT20 244/
190 Weight: 54
Ito FT = 20%F, 11 %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 Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/
size) 12-539/0-3-8, 7=539/0-3-8 FORCES. (lb) -
Max, Comp./Max_ Ten. -All forces 250 (lb) or less except when shown. TOP CHORD
1-12=-53510, 6-7=-53510, 1-2=-492/0, 2-3=-1089/0, 3-4=-1089/0, 4-5=-1089/0, 5-6=-492/0 BOT CHORD
10-11=0/912, 9-10=0/1089, 8-9=01912 WEBS 6-8=
01632, 1.11=0/632, 5-8=-583/0. 2-11=-583/0, 5-9=0/380, 2.10=0/380 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
ORegan, Philip, 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. Philip
J. O'Regan PE
No.38126 MiTaK USA, Inc. FL Gent
6634 6904 Parka East Blvd. Tampa
FL 33610 pats: March 9,2018 WARNING -
Verrfy
design parameters and
READ NOTES ONTHIS ANDINCLUDED MITEK REFERENCE PAG€ MII.7473 rev. f01031201S BEFORE USE. At^ 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 Muss system, Before use,
the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indcV Iated
is to prevent buckling ofindividualtrussweband/or chordmembers only Additional temporary andpermanent bracing I ! 1ek h erty is always required for stability
andtopreventcollapsewithpossiblepersonalinjuryandpropdamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of
trusses and truss systom&, sae ANSI/TPI1 Quality Criteria, DSB-aa and BCSI Building Component 89r}4 Parke East 81vd- Safety Information availablefrom Truss Plate Institute.
218 N. Lee Street, Suite 312, Alexandna, VA 22314. Tampa, FL 36610
Job Truss I Fruss Type Oty ly Park SglBarcelona A or C TRAY
I I T13452422
P2392ACT IROOF TRUSS 1 11F8A on R-AmrA.(gtLtlo— - -
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52,05 2018 Page 1
ID:ItiEi_2vgrkv4u EJUYC2jFzkFng-BedLyIN5FjPc5XBmeRxNjjioFsjww4JUspxY 1 zzcgb8
0-1-8
3-0— 0 — Ot1_3
Scjle'- 1.i8.8
1 x3 ---
1 3x3 w
3x3 ==
3x3 = 1x3 0
2 3
1x3 it 3x3 3x3 -
4 5 15 6 ix3_
TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED
LOADS AT ITS CANTILEVERED END($).
LOADING (psf) SPACING- 2-0-0
I
CSL DEFL. in loc) I/deft L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1 00 TC 0.53 Vert(LL) -0.07 10-11 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1 00 1 BC 0.50 Vert(CT) -0.09 10-11 >999 240
BCLL 0,0 Rep Stress Incr YES WB 025 Horz(CT) 0,01 8 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 54 lb FT = 20°foF. 11 °laE
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) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 7-8.
REACTIONS. (lb/size) 12=452/0-3-8, 8=62610-3-8
Max Grav 12=460(LC 3), 8=626(LC 1)
FORCES. (lb) - Max. Comp,/Max. Ten. - All forces 250 jib) or less except when shown.
TOR CHORD 1-12=-464/0, 1-2=-41510, 2-3=-76810, 3-4=-76810, 4-5=-768/0 BOT CHORD 10-
11=0/739. 9-10=0/768, 8-9=01423 WEBS 1-11=0/531,
5-8=-730/0, 2-11=-451/0, 5-9=0/490 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
QRegan, Philip, 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. Philip
J. O'Regan PE
No.58128 WTekUSA, Inc. FL Cott $
634 u904 Parke East Blvd, Tampa
FL n610 Date: March 9,2018 WARNING -
Yrxiry
des(gn parameters
and READ NOTES ON T'N15 ANQ INCLUDED Mt 7EKREFERENCE FAGS Mtt•7473rev. 10/03/2015 BEFORE USE. Design valid for use only .,
in MiTekS connectors- This design is basedonly upon parameters shown, and is for an individual building component, not f a truss system. Before use,
the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall I building design Bracing indicated is
to prevent buckling of individual truss web and/orchord members only. Additional temporary and permanent bracing { J `"@ " is always requited for stabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage_ For general guidance regarding the t s f fabrication storage, delivery, erection and
bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, OSB-a9 and BCSI Building Component ( 6904 Parke East Blvd. Satety Information available from TrussPlateInstitute. 218 N- Lee Street, Suite 312, AlexaMine, VA 22314. 1 Tampa, FL 36610
Job iTruss Truss Type iQty TPly Park Sq/Barcelona A or (, TRAY I
T13452423
P2392ACT 1`9 ROOF TRUSS !a 1
Job Be1ereccp (9pSLgR k
Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MrTek Industries, Inc. Fri Mar 9 1052,06 2018 Page 1 ID9tiEj_
2vgrkv4uEJUYC2jFzkFng-frBj95Oj01 XTjhmyC9TeGwFv_GyJtV?d5Tg5ZQzcgb7 Scale
a 1-16.7 lx3
it tx3 ii 3x6 MT20HS == tx3 H 1x3 it 3x6 1
3x6 2 3 4 5 6 7 1
3x3 ,
O
c3x3 =
3.3 II 4t $
i _ _..... Zia _._... 4_ $._._.... ..--------
Piate_
ffsets_(X EiigejW_ __ LOADING (
psf) SPACING. 2-0-0 CSI. DEFL. in (IQc) dell L!d TCLL
40.0 Plate Grip DOL 1,00 TC 0.78 Vert(LL) 0,12 10-11 726 360 TCDL
10.0 LumberDQL 1-00 BC 0.94 Vert(CT) 0,17 10-11 531 240 BCLL
0.0 Rep Stress Incr YES WB 0,35 Horz(CT) 0,01 8 n/a n1a BCDL
5.0 Code FBC2017ITP12014 Matrix-S LUMBER-
BRACING - PLATES
GRIP MT20
2441190 MT20HS
187/143 Weight:
53 Its FT = 20%F, 11 % 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 No2(flat) except end verticals. WEBS
2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-
2-0 oc bracing: 10-11. REACTIONS. (
lb/size) 14=440/Mechanical, 8=251/Mechanical, 9=280/0-8-0 Max
Grant 14=443(LC 3), 8=251(LC 1), 9=321(LC 8) FORCES. (
lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or lessexcept when shown. TOP
CHORD 1-14=-48510, 7-8=-320t0, 1-2=-567/0, 2-3=-567/0, 3-4=-56710, 4-5=-41710, 5-
6=-417/0, 6-7=-417/0 BOT
CHORD 12-13=0/567, 11-12=01823, 10-11=01823, 9-10=01417WEBS 1-13=0/740, 4-12=-33710,
2-13=-312/0, 7-9=0/544, 4-10=-532/0, 6-9=-385/0 NOTES- 1) Unbalanced floor live loads have been considered for
this
design. 2) All plates are MT20 plates 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) CAUTION, Do not erect truss backwards. This item has
been electronically signed and sealed by ORegan,
Philip, 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. Ptidip J.
0`Regan PE Nu.
58126 MiTek USA, Ina.
FL Cott 6634 69U Parke East Blvd,
Tampa FL 33610 oats: March 9,
2018 WARNING, Verifydesign parameters and READ
NOTES
ON THIS AND
INCLUDED MI TEK REFERENCE PAGE MIF7473rev. 101031201E BEFORE USE. Design validfor use only with MiTeisli) 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 budding design. Bracing indicated is to prevent buckling of individual
truss web and/or chord members only. Additional temporary and permanent bracing i"' is always required for stability and to prevent collapse wanpossiblepersonalinjuryandpropertydamage- For general guidance regarding the 1 fabrication, storage, delivery, erection and bracing of trusses and trusssystems, see ANSIfTP11 Quality Criteria, 058-89 and SCSI Building Component l 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee
Street, Suite 312, Alexandria, VA 22114_ l Tampa. FL 36610
Job Tn1ss Truss Type Chi, I Park SgtBarcelona-A or C TRAY
T13452424
P2392ACT F9A GABLE ii 1
efer_(4R2
Mid-Flonda Lumber Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10 52 06 2018 Page 1
ID:ltiEj_2vgrkv4uEJUYC2jFzkFng-frBi95Oi01 XTi11myC9TeGwF4gGApfa_d5Tg5ZQzcgb7
Scale - 1 12.7
1 3x3 11 2 ix3 it 3 1x3 II 4 1x3 1I 51x3 ! 630 i i
I
T r1
Y
12 11 10 9 8 7
3x3 i) 1x3 11 1x3 II 1x3 11 1x3 I. 3X3 =I
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Lid PLATES GRIP
TCLL 40-0 Plate Grip DOL 1-00 TC 0-09 Vert(LL) n/a n/a 999 MT20 2441190
TCDL 10.0 Lumber DOL 1 00 BC 001 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 7 n/a n/a
BCDL 6.0 Code FBC2017/7Pi2014 Matrix-R Weight: 33 Ib FT = 20%F, 11 % 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) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3(fiat)
REACTIONS. All bearings 6-10-0
lb) - Max Grav All reactions 250 lb or less at joint(s) 12, 7, 8, 9, 11, 10
FORCES. fib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
NOTES-
1) Gable requires continuous bottom chord bearing.
2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e, diagonal web).
3) Gable studs spaced at 1-4-0 oc.
4) Recommend 2x6 strongbacks, 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.
A& WARNING - Vertrydesign parameters andREAD NOTES ON rNfS AND INCLUDED MITER REFERENCE PAGE 1141 21 rev. 1"312015 BEFORE USE.
Design vote for use onlywith 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 verify the applicability ofdesign parameters and property incorporate this design into the overall
building design Staining indicated is to prevent buckling of individual truss web andfor chord members only. ±additional temporary and permanent bracing
is alwaysrequired for stability and to prevent Collapse with possible personalinjury and property damage- For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSE-89 and SCSI Building ComponentSafetyInforetattonavailablefromTrussPlateInstitute, 216 N. lee Street, Suite 312, Alexandria, VA 22314-
This item has been
electronically signed and
sealed by ORegan, Philip, 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. Philip J. O'Ragan PE No.56126
MiTek USA, Inc. FL Cart4634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
M11
MiTek'
6904 Parke East Blvd_
Tampa, FL 36610
Job Truss —- 7 russ Type Qty Ply Park Sq/Barcelona-A or C_TRAY
T13452425 E
P2392ACT iF10 (GABLE 1
1,4 3ere cgl4ASL4f1L_
d-Flonda Lumber, Barlow, FL.
I-
a.130 5 Sop I,,)2f)I I M Iek Industries, Inc. fit Mar 9 10:51:b[ [Uta vage 1
ID ItiEL2vgrkv4uEJUYC2iFzkFng-38LRDJDxJkmSIXiCNDCKizghJcOaNFYZtlHM4EzcgbL
Scale = 1:13..4
1 1x3 '1 2 ix3 ll 31x3 II 41x3 li 51x3 H 614 )i 73x3 11
14 13 12 11 10 9 a
1x3 ;1 1x3 11 1,,3 iI tx3 iI 1x3 I!. ix3 li 3x3 II
LOADING (psi SPACING- 2-0-0 CSI, DEFL, in loc) Ildefl Ltd PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0-09 Verl(LL) n/a n/a 999 MT20 244/190
TCDL 10 0 Lumber DOL 1.00 BC 0.01 Verl(CT) n1a nla 999
BCLL 0.0 Rep Stress Incr NO WE 0-03 Horz(CT) -0-00 8 n/a n/a
BGDL 5.0 Code FBC2017frP12014 Matrix-R Weight: 35 lb FT = 20`YoF, 11 %E
LUMBER• BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 7-2-8 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. All bearings 7-2-8
Lib) - Max Grav All reactions 250 lb or less at )oint(s) 14, 11, 12, 13, 10, 9 except 8=1291(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown -
TOP CHORD 7-8=-128710 NOTES- 1) Gable
requires
continuous bottom chord bearing. 2) Truss to
be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs
spaced at 1-4-0 oc. 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) CAUTION, Do
not erect truss backwards. LOAD CASE(S)
Standard 1) Dead + Floor
Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (ptf)
Vert: 8-14=-
10, 1-7=-100 Concentrated Loads (lb)
This Item has been Vert: 7=-1265
electronically signed and sealed by ORegan,
Philip, 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. PBilip J. ORegan
PE No.68126 MiTak USA, Inc.
FL Gsrt 6634 6904 ParkaEast
Blvd. Tampa FL33610 Data; March 9,
2018
WARNING • verify deslOn
p---fare and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 rti, 1010312015 BEFORE USE. Design valid for
use only with MiTek@r connectors This design is based only upon parameters shown, and Is for an individual building component. not a truss system.
Before use, the building designee must verify the applicability of design parameters and property incorporate this design into the overall butidtng design. Bracing
indicated Is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing AR*''.c,. ik° is alwaysrequired forstabilityandtopreventcollapsewithpassiblepersonalinjuryandpropertydamage. For general guidance regarding the ICI nt t ss 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 (ram
TrussPlate Institute. 218 N. Lee Street, Suite 312, Alexandha, VA 22314_ tamps Ft 36610
Job Truss s Type Cry Ply 1Park Srifflarcelona-A or C -RAY
T13452426
1 P2392ACT F11 ;ROOF TRUSS 16
cb Rpjer(M q oriall
Mid -Florida Lurnber, Bartow, FL, 8,130 s Sep 15 2017 MiTek Industries, Inc, Fri Mai, 9 10 51,54 2018 Page 1
10:ltiEj,_2vqrkv4uE,IUYC2jFzkFng-'>XTBe?EC:rtOAHrrfVeFonOIXVQ--?r6tmKcrliS86zcgbJ
0-1-8
1 1 Scale = 1 12.9
1 3x3
3X3
2 3 3x3
IX6
4
1.3 II 3X3 2 i
LOADING (pso SPACING- 2-0-0 CS1. DEFL, in loc) I/deft Lid PLATES GRIP
TCLL 40,0 Plate Grip DOL 1.00 TC 047 Vert(LL) -0,02 6-7 >999 360 MT20 244/190
TCDL Mo Lumber DOL 1,00 BC 0.33 Vert(CT) -0,02 6-7 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0 18 Horz(CT) 0,00 5 n/a nia
BCDL 5,0 Code FBC2017/TP12014 Matrix-S I Weight 39 lb FT z 20%F, 11 %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 Nol(flat) except end verticals,
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 10=364/0-8-0, 5=364/Mechanical
FORCES, (lb) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown
TOP CHORD 1-10=-358/0, 4-5=-35910, 1-2=-269/0,23=-52510, 3-4=-279/0
BOT CHORD 8-9-01525, 7-8=0/525, 6-7=0/525
WEBS 4-6-0/371. 1-9=0/366, 3-6=-334/0, 2-9=-348/0
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 3-1 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.
This item has been
electronically signed and
sealed by CiRegan, Philip, 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.
Philip J, CiRegan PE Nl:L58126
MtTqk USA, Inc, FL Cart 6634
6$04 Parke Ent Blvd, Tampa FL 33610
Oat#:
March 9,2018
WARNING READ NOTES ON THIS AND INCLUDEDMITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTelcif) connectors, This design is based only upon parameters shown, and is for an individual budding component, not
a truss system, Before use, the building designer Must verify the applicability ofdesign parameters and properly Incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual trussweb and/or chord members only. Additional temporary and permanent bracing
is alwaysrequiredfor stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication,
storage, delivery, erection and bracing of drosses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 69G4 ParkeEast Siva Safety InformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexabona, VA 22314 Tampa, FL 36610
r Ply Park Sq/Baicelona,A or (,_TRAY
T13452427
P2392AC T F11G ;ROOF TRUSS
J -LekQe m1cci
Mid -Florida Lumber, Bartow, FL, 8 130 s Sep 15 2017 Mil'ok Industries, Inc. Fri Mar 9 10:5t54 2018 Page I
ID ltiEL2vqrkv4uEJUYC2jFzkFiig-?XTBe?ECrLOAHrrfVeFonOfqtQuGr3ksKcmS86zcgbJ
0-1-8
1-3-0
Scale = 1 12 9
3X3 = 3x6
I 3x4 2 3 3x3 4
am
1.3 ;I 3x3 11
LOADING (psf) SPACING. 2-0-0 CS1. DEFL. in loc) I/defI Ud
TCLL 40.0 Plate Grip DOL 1.00 1 TC 092 Vert(LL) 0.04 6-7 999 360
TCDL 10.0 Lumber DOL 1.00 BC 076 Vert(CT) 0.05 6-7 999 240
EICLL 0.0 Rep Stress Incr NO W8 037 Horz(CT) 0.01 5 n/a n1a
SCOL 5,0 Code FBC2017/TP12014 Matrix-S
LUMBER- BRACING.
PLATES GRIP
MT20 2441190
Weight 39 lb FT = 20%F, 11 %E
TOP CHORD 2x4SPNol(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 Rigid ceiling directly applied or 10-0-0 oc bracing,
REACTIONS. (lb/size) 10=77410-8-0, 5-774/0-3-8
FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown
TOP CHORD 1-10=-767/0, 4-5=-769/0, 1-2=-565/0, 2-3=-111910, 3-4=-585/0 BOT
CHORD 8-9=0/1 119, 7-8=0/1 119, 6-7=0/1 119 WEBS
4-6=01779, 1-9=0/767, 3-6=-725/0, 2-9=-753/0 NOTES-
1)
Unbalanced floor live loads have been considered for this design. 2)
Girder carries tie-in spar(s): 7-0-0 from 0-0-0 to 6-11-4 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. LOAD
CASE(S) Standard 1)
Dead + Floor Live (balanced): Lumber Increase= 1,00, Plate Increase= 1 00 Uniform
Loads (pir) Vert:
5-10=-10, 1-4=-224 This
item has been electronically
signed and sealed
by ORegan, Philip, 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. Philip
J. O'Rnan PE No38126 Wak
USA, Inc, FL Cart 6634 6904
Parke East Blvd, Tampa FL 33610 Date:
March
9,2018 WARNING -
Viantydesign parameters and READ NOTES ON THIS AND INCLUDED NTEK REFERENCE PAGE 11411-7473no, 1010312015 BEFORE USE, Design valid
for use only with MiTelaO connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss
system Before use, the budding designer Must verify the applicability of design parameters and properly incorporate this design into the overall M1, building des,
qn. Bracing indicated is to prevent buckling at individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage,
delivery, erection and bracing of tresses and mass systems, see ANSIITPl1 Quality Criteria, DS849 and BCSI Building Component 6904 Parke EastBlvd Safety Intonation
available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610
Jotr TTruss TTn's TypeCity Ply I Park Sq/Barcelona-A or C TRAY
P2392ACT F12 ROOF TRUSS g 1
Ti3452428
Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10 51 56 2018 Page 1
ID:ItiEi_2vgrkv4uEJUYC2jFzkFng-xwax3gGSMyHt W9? 1 c2HGsprFiREgXJOE9nwFZD?zcgbH
1 3x6
3x3 =
2 3 3x3 _
Scale = 1:12.9
3x6
4
3x3 = ix3 li 1x3 II 3x3 =
10 9 8 7 6 5
3x3 II
LOADING (psO SPACING- 2-0-0 CSI. DEFL. in loc) Ildefl L/d
TCLL 40.0 Plate Grip DOL 1.00 TC 0,47 Vert(LL) 0.02 8-9 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0,33 Vert(CT) 0.02 8-9 999 240
BCLL 0.0 Rep Stress Incr YES WB 0,18 Horz(CT) 0.00 5 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S
LUMBER- BRACING-
3x3 11
PLATES GRIP
MT20 244/190
Weight 40 lb FT = 20%F, 11 %E
TOP CHORD 2x4 SP No2(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 Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 10=367/Mechanical, 5=367/Mechanical
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-10=-361/0, 4-5=-361/0, 1-2=-281/0, 2-3=-533/0, 3-4=-281/0
BOT CHORD 8-9=0/533, 7-8=0/533, 6-7=0/533
WEBS 4-6=0/375, 1-9=0/375, 3-6=-342/0, 2-9=-342/0
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 C}Regan, Philip, 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.
Philip J. O'Regan PE No.56126
MiTak USA, Ina. FL Gert 6634
6904 Parke Eaet Blvd. Tampa FL 33610
Date:
March 9,2018
e
WARNING- Vartfy design parameters and REAP NOTES ON THIS AND INCLUDED MfTEK REFERENCE RAGE MI17471 rev. 10/e3/2015 BEFORE USE.
Design valid for use only with MiTekQD 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 welt and/or chord members only. Additional temporary and permanent bracing A A('E'
is always required for stability and to prevent collapse with possible personal injury and propertyIYIdamage. For general guidance regarding the i k'
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Criteria, OSS-89 and eCSI Building Component 6904 Parke East Blvd, SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
r._._ _ ...._. Job iTruss Truss Type Qty Ply _TRAY
T13452429-_._____-
ob,pef
P2392ACT FT1 SPECIAL 1n
g ence.jQptiona1) __ __ I
Mid-Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:08 2018 Page 1
I D:ItiEj_2vgrkv4uEJUYC2iFzkFng-bDJUanP_XenAy?wLJaV4LLKCS3c 17FnwYn9Celzcgb5
23-10 4-5_8 6-7-6 8-9-aM-(-~-
2-7
0-11.23-1-0 5-2-14_17-4-12 19-6-10 21-10_8 2-
3-10 2-1 14-- 2 1 14 14 2 1-14.-u.
2
1-14 2-1-14 2-1-14 2-1-14 2-3-14 Scale =
1 37.1 THIS
TRUSS IS NOT SYMMETRIC, PROPER
ORIENTATION IS ESSENTIAL. 7x6 =
1.5x4 it 5x8 = 1.5x4 II 4x8 == 1.5x4 II 4x8= Sx5 = 010 = 1.5x4 it 6x6 == 1
2 3 4 23 5 6 7 24 8 25 9 10 2611 22
12 4x4
II 8x12 = 2x4 it 8xl2 MT20HS 2x4 I! 4x8 =- 2x4 !i 4x10 2x4 it 6x10 = 3x4 I) 2-
1-14 1-14 2-1-14 -_ 2-3.14 Plate
ffsets X( Y)-- [8 O-2-8 0LOADING (
psf) SPACING- 2-0-0 CSI, DEFL. in loci I/defl L/d PLATES GRIP TCLL
40.0 Plate Grip DOL 1,00 TC 0,98 Vert(LL) -0,71 17 >366 360 MT20 244/190 TCDL
10.0 LumberDOL 1,00 BC 0,99 Vert(CT) -0.97 17 -266 240 MT20HS 187/143 BCLL
0.0 Rep Stress Iner NO WB 0.97 Horz(CT) 0,09 12 n/a n/a BCDL
5.0 Code FBC2017/TPI2014 Matrix-S Weight 244 lb FT = 20% r---- -`- - ----- ---- -... --
t--- LUMBER-
BRACING - TOP
CHORD 2x4 SP DSS "Except" TOP CHORD Structural wood sheathing directly applied or 1-5-14 oc purlins, 8-
11: 2x4 SP No.2 except end verticals. BOT
CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS
2x4 SP No.3 'Except' 1-
21,3-21,3-19,5-19,5-17,11-13,9-13,9-15,7-15,7-17: 2x4 SP No.2 REACTIONS. (
lb/size) 22=3703/0-7-4, 12=2758/0-3-8 Max
Uplift 22=-530(LC 4), 12=-382(LC 5) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP
CHORD 1-22=-3295/478, 1-2=-6770/963, 2-3=-6770/963, 3-4=- 15381/2144, 4-5=- 1538112144, 5-
6=-1696612286, 6-7=-16966/2286, 7-8=-12361/1677, 8-9=-12361/1677, 9-10=-5108/703, 10-
11=-5108/703,11-12=-2388/337 BOT
CHORD 21-22=-671464, 20-21=-1760/12473, 19-20=-1760/12473, 18-19=-2442/17783, 17-
18=-2442/17783, 16-17=-2113/15662, 15-16=-2113/15662, 14-15=-1354/9890, 13-
14=-1354/9890.12-13=-48/341 WEBS
2-21=-699/124, 3-20=-33/344, 4-19=-656/116, 5-18=-47/453, 6-17=-773/123, 7-
16=-65/580, 9-14=-44/429, 10-13=-424/80, 1-21=-980/6901, 3-21=-6241/872, 3-
19=-445/3182, 5-19=-2628/377, 5-17=-894/171, 11-13=-716/5208, 9-13=-5233/712, 9-
15=-381/2703, 7-15=-3613/526, 7-17=-247/1427 NOTES-
1)
2-ply truss to be connected together with 1 Od (E.131 "x3") nails as follows: Top
chords connected as follows: 2x4 - 1 row at 0-4-0 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; 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)
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 530 Ib uplift at joint 22 and 382 Ito uplift at
joint 12. 9)
Girder carries tie-in span(s): 5-0-0 from 0-0-0 to 10-11-4; 2-10-0 from 16-3-4 to 21-6-12, 5-0-0 from 0-0-0 to 10-11-4 10)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 429 lb down and 62 lb up at O'
4V.iNI1QtD. •4'esign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 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 of trusses and truss systems, see ANSIITP11 Quality Criteria, OSB-89 and SCSI Building Component Safety
Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandre, VA 22314, This
item has been electronically
signed and sealed
by QRegan, Philip, 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. Philip
J. O'Regan PE No.56126 MiTek
USA, Inc. FL Cart 6634 6904
Parke East Blvd. Tampa FL 33610 Oats;
March
9,2018 Nil.
Mira '
6904
Parke East Blvd, Tampa,
FL 36610
Truss Truss Type Ply T A or C 7 PAYJobQly
T13452429
P2392ACT FTI ISPECIAL
Mid-Flonda Lumber, Barlow, FL. 8130 s Sep 15 2017 MiTek Industries Inc. Fn Mar 9 10 52 08 2018 Page 2
ID:ItiEi_2vqtkv4uEJUYC2jf-zkF(ig-bC)JUanP_XenAy?wLJaV4LLKCS3cl7FnwYn9Celzcgb5
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=l 00, Plate Increase=1,00
Uniform Loads (Rif)
Vert: 1-6=-373, 6-25=-100, 25-26=-239, 11-26=-115, 12-22=-10
Concentrated Loads (lb)
Vert: 6=-429
WARNING - Vard'ydesign parameters and READ NOTES ON THIS AND INCLUDED IWTEK REFERENCE PAGEMII-7473 — 1010312016 BEFORE USE, Design
valid for use only with MiTeKO contractors 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 designparameters and properly incorporate this design into the overall Dal' building
design. Bracing indicated is to prevent buckling of individual truss wen 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 MiTek' tdit;
r"tron, storage, delivery, election and bracing of trusses and truss systems, see ANSIITPI1 Quality criteria, DS849 and BC$l Building Component $904 Parka East SNO SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610
job Truss jTrussType 6ty libly Park Scifflarcelona-A or C TRAY T13452430
P2392ACT
FT2 SPECIAL 11 Ii2 a - ------ A Mid -
Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fit Mar 9 10:52;10 2018 Page 1 ID
ItiEj_2vqrkv4uEJUYC2iFzkFng-XcOE?TRE3G1uCl4jR?XY4mQZitL2bE60?5eJiBzcgb3 4-
5-8 r
2-
9-6-10 -19- A_ 2-
3-10 2-1-14 2-1-14 2-1-14 2-1-14 2-1-14 2,1,14 2-1-14 2-1-14 23.14 Scale =
1 37 1 THIS
TRUSS IS NOT SYMMETRIC PROPER
ORIENTATION IS ESSENTIAL 5X5 =
I 5x4 ii 4X10 i 5x4 l 4X8 1 5.4 4x8 = 5s5 4x10 1 5X4 5X6 1
2 3 4 23 5 6 7 24 8 2526 9 10 11 22
12 3x'
2x4 8x8 MT20HS 2:x4II 4x8 2x4 II 4xI0 2X4 11 7x8 = 3x4 1 LOADING (
psf) SPACING- 2-0-0 CSL DEFL. in loc) I/defl L/d TCLL
40,0 Plate Grip DOL 1 00 I ' 0'94 i Vert(LL) 0,55 17 472 360 TCDL
10,0 Lumber DOL 1 00 BC 0.82 Vert(CT) I0,82 17 316 240 BCLL
u'U Rep Stress Incr NO Wt3 0.66 Horz(CT) 0,07 12 n/a n/a BCDL
5.0 Code FBC2017,fTP12014 Matrix-S LUMBER-
BRACING - TOP
CHORD 2x4 SP No,1 TOP CHORD BOT
CHORD 2x6 SP No,1 *Except* 112-
19: 2x6 SP OSS BOT CHORD WEBS
2x4 SP No,3 *Except* 1-
21,3-21,3-19,5-19,5-17,11-13,9-13,9-15,7-15,7-17: 2x4 SP No.2 REACTIONS. (
lb/size) 22-190010-7-4, 12-236710-3-8 Max
Uplift 22=-283(LC 4), 12=-372(LC 5) FORCES. (
lb) -Max, Comp,/Max. Ten, -All forces 250 (Ib) or less except when shown, TOP
CHORD 1-22=-1693/259, 1-2=-3663/547, 2-3=-3663/547, 3-4=-9559/1435, 4-5=-9559/1435, 5-
6=-13326/2034, 6-7=-13326/2034, 7-8=-11929/1870, 8-9=-11929/1870, 9-10=-4594/725, 10-11--4594/
725, 11-12=-2088/336 BOT CHORD 20-
21=-1082/7222, 19-20=-1082/7222, 18-19=-1871/12396, 17-18=-1871/12396, 16-17=-2163/
14153, 15-16=-2163/14153, 14-15--148719346, 13-14=-1487/9346, 12-13-461286
WEBS 3-20--
251270, 5-18=-68/526, 6-17=-686/139, 7-16=-8V586, 8-15=-723/150, 9-14-44/
394, 1-21 =-56213766, 3-21 =-38951586, 3-19=-406/2557, 5-19=-3105/520, 5-17=-22511018,
11-13=-742/4706, 9-13=-52011834, 9-15=-45112826, 7-15=-24351363, 7-17=-9051176
PLATES GRIP MT20
244/190
MT20HS 187/143
Weight. 244 lb
FT = 20% Structural wood sheathing
directly applied or 1-11-14 oc purlins, except end verticals.
Rigid ceiling directly
applied or 10-0-0 oc bracing. NOTES- 1) 2-
ply
truss to be connected together with 10d (0. 131"x2j") nails as follows: Top chords connected
as follows: 2x4 - I 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 (6) 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, L, Exp 6;
Encl., GCpi=0,181 MWFRS (directional): 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 pst 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 283 lb uplift at joint 22 and 372 lb uplift at joint 12,
9) Girder carries
tie-in span(s): 5-0-0 from 10-7-12 to 21100816-6-12; 5-0-0 from 10-7-12 to 16-6-12 10) Hanger(s)
or other connection device(s) shall be provided sufficient to support concentrated load(s) 413 Ib down and 131 lb up at AnVIP f,_OTgttf'
peYamatera and READ NOTES ON THIS AND INCLUDED MITEKREFERENCF PAGE 111111-7473re, 1010312015 BEFORE USE, ro n with
MiTeloll, 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 theapplicability of design parameters and properly incorporate this design into theoverall building design Bracing
indicated is to prevent buckling of individual truss web angler chord members only. Additional temporary and permanent bracing is always required
for stability and to prevent collapse with possible personal injury and prop" damage. For general guidance regarding the fabrication, storage, delivery,
erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB49 and SCSI Building Component Safety Information availablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 This item has
been electronically signed and
sealed by ORegan,
Philip, 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. Philip J. 0'
Rogart PE No,58126 MiTek USA, Ire,
FL Cort 6634 6904 Parke East
Blvd. Tampa FL 33610 Oate: March 9,
2018
Idt MiTek' 6904
Parke
East
Blvd Tampa, FL 36610
Job , Truss (Truss Type j Qty Ply JPark SglBarcelona-A or C_TRAY
T13452430
P2392ACT FT2 SPECIAL
obReference Lgp_tional
Mid-Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc Fri Mar 9 10:52:10 2018 Page 2
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-XcQE?TRE3G1 uC14iR?XYQmQZjtL2bE6D?5eJiBzcgb3
LOAD CASE($) Standard
1) Dead * Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (ptf)
Vert: 1-6=-100, 6-26=-298, 11-26=-100, 12-22=-10
Concentrated Loads (lb)
Vert: 6=-413 25=-363
ws
WARNING - Verify design Parameters and READ NOTES ON TMS AND WCLUDED MfTEK REFERENCE RAGE M11-7473 rev, 10A131205 BEFORE USE.
Design valid for use only with MiTeke) connectors. This design is based only upon parameters shown, and is for an individual building component, riot
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 andlor 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 'ter
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSItTPIt Quality Criteria, 05B-89 and BCS1 Building Component l 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N_ Lae Street, Su@e 312, Alexandria, VA 22314. 1 Tampa. Ft, 36610
i Job Truss Truss Type Oty I I Park SglBarcelona-A or C_TRAY i
i T13452431
P2392ACT IFT3 SPECIAL 1
i __Rf€ie0tL4fLall__.
Mid-Fionda Lumber, Bartow, FL. 8,130 s Sep 15 2017 Miiek Industries, Inc. Ed Mar 9 10:52.11 2018 Page 1
ID:ItiEi_2vqrkv4uEJUYC2jFzkFng-?o_cCpRsgZ9lpSfw_i2nz_yiwHewKb(3MEIOSFdzcgb2
1 11 &_ T—v 39 A 5-7-0 7 4 12 9-2-8 11-0-4 12-10-0 14 7-12 18-7-0
1-11.8 1-9-12 1-9-12 1-9-12 1-9-12 1-9-12 1-9-12 1-9-12 1-11-4
Scale = 1:28.8
3.4 l 6x12 MT20HS = 1.5x4 i 5x8 == 1.5x4 ' 4.6 = 6x8 == 1.5x4 I 6x8 = 1.5x4
t 21 2 3 4 5 6 r a 9 22 10
20 2.4 {i 10x12 = 2x4 i 5x8 =- 44 = 112x4Il6x8 = 2x4 I
5x8 MT20HS == 4x4 =
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL-
LOADING (psf) SPACING- 1-4-0
TOLL 40,0 Plate Grip DOL 1-00
TCDL 10.0 Lumber DOL 1,00
BOLL 0.0 Rep Stress Incr NO
BCDL 50 Code FBC2017/TP12014
LUMBER -
TOP CHORD 2x4 SP NoTD
BOT CHORD 2x6 SP DSS
WEBS 2x4 SP No.3 'Except`
2-20,2.18,4-18,4-16,6-16,7-15,7-13,9-13,9-11
GSI. DEPL. in too) deft Ltdi PLATES GRIP
TC 0,96 Vert(LL) -0.40 16 >490 360 1 MT20 244/190
SC 0,98 Vert(CT) -0-55 16 >356 240 1 MT20HS 187/143
WB 1.00 iHorz(CT) 0,07 11 n1a n/a
Matrix-S Weight 280 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except
2x4 SP No.2 2-2-0 oc bracing 17-18,16-17
REACTIONS. (lb/size) 20=7232/0-8-0, 11=3189/Mechanical
Max Uplift 20=-1069(LC 4), l l=-460(LC 5)
FORCES. (lb) - Max- Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-20=-680/108, 1-2=-663/98, 2-3=-2144013139, 3-4=-21440/3139, 4-5=-24927t3610,
5-6=-2492713610, 6-7=-20795/3002, 7-8=-10590/1529, 8-9=-1059011529, 9-10=-279/40
BOT CHORD 19-20=-1779/12083, 18-19=-1779112083, 17-18=-4265/29296, 16-17=-4265/29296, 15-16=-3002120795,14-15=-2341/16211,13-
14=-2341/16211,12-13=-80815596, 11-12=-808/5596 WEBS 3-18=-1075/
176, 4-17=-353/
59, 6-15=-2295/346, 7-14=-37/314, 2-20=-1291811901, 2-18=-1539/10584, 4-18=-8887/1276, 4-16=-
4943/742, 6-16=-695/4673, 7-15=-761/5186, 7-13=6358/921, 9-13=-815/5650. 9-11=-
6030/871 NOTES- 1) 3-ply truss to be connected together with
16d
f0,131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-
4-0 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 (6) 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.Opsfi h=15ft, B=45111; L=24ft; eave=oft; 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) 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 a0 areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections_
9) Provide mechanical connection (by others) of truss to bearing
plate capable of withstanding 1069 lb uplift at joint 20 and 460 Ib uplift at joint 11, 10) Girder carries tie-in span(s):
16-8-0
from 0-0-0 to 5-8-0 11) Hanger(s) or other connection device(s) shall be
provided sufficient to support concentratedload(s) 6305 lb down and 911 lb up at 5-3-8 on top chord. The design/selection of
such connection device(s) is the responsibility of others. C&WAAIPV-YBt Lien fe—tra [ers and READ NOTES
ON THIS AND INCLUDED MITEK REFERENCE PAGE MA-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek1l, 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 or 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 alwaysrequired for stability and to prevent collapsewith
possible personal injury and property damage, For general guidance regarding the fabrication, storage, debbery, erection and bracing of trusses and truss
systems, see ANSIITPII Quality Criteria, OS849 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 ORegan,
Philip, 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. Philip J,
O'Regan PE No-
58126 MiTak USA, Inc,
FL Cart 6634 6904 Parke East 8ivd.
Tampa FL 33610 Date: March 9,
2018 M iTek' 6904 Parke East Blvd.
Tampa,
FL 36610
Job Truss !Truss Type 6bit Ply Park Scifflarcelona-A or C_TRAY
T13452431 I
P2392ACT FT3 iSPECIAL I 3 _Refer_
Mid -Florida Lumber. F3artow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52,11 2018 Page 2
ID.ItjEj_2vqrkv4uEJUYC2(FzkFng-?o—cCpRsqZ9lpSfw_t2nz_yjwHewKbBMEIOsFdzcgb2
LOAD CASE($) Standard
1) Dead + Root Live (balanced): Lumber Increase= 1 00, Plate Increase= 1 00
Uniform Loads (pff)
Vert: 1-4=-604,4-10=-67, 11-20=-7
Concentrated Loads (lb)
Vert: 4=-6305
WARNING , l/wilyd"ifimparameters and READ NOTES ON THIS AND INCLUDCOMITEX REFERENCE PAGE Wit-7473inee. 1010312015 BEFORE USE i
a
truss system, Before so, the building designer must verity the applicability of design parameters and property incorporate thra design into the overall Design
valid for rise only withWoKe connectors, This design is based only upon parameters shown, and a 'Oran indnacluai building component, not building
design Bracing indicated is to prevent backing of individual truss web and/or chord members only. Additional temporary and permanent bracing Isad (rutinid for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the MiTek' MaySrefabrication, storage, delivery, erection and bracing of trusses and truss "Y"t'"T'ssee ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd Satiety
Interrelation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, All, ndria, VA 22314 1 Tampa, FL 36610
Mid-FlondaLumber , Bartow, FL 7x6
Truss
hype Uty ply Park ScVBarcelona-A or C_TRAY 1T13452432 SPFCIAI-
i i 11 1 8
130 a Feb 12 2018 MiTek Industries, Inc Fri Mar 9 14 46 15 2019 Page I ID:
ItiEj_2vqrkv4uEJUYC2iFzkFng-tmVmPdLOFhRbc8uDAm5?K9WbhJF?N7Ydq(IKVoHzcels 2-
9-5 2-7-9 2-9-6 THIS
TRUSS IS NOT SYMMETRIC PROPER
ORIENTATION IS ESSENTIAL 4x4 ==
4x4 2
3 10 1
5.4 11 11
4 2X4
II 5
5x5
Scale =
1 15 7 14
4_ LOADING (
psf) SPACING- 2-0-0 CSL DEFL. in (loo) Well L/d PLATES GRIP TCLL
400 Plate Grip DOL 1.00 TC 068 Verl(LL) -0,05 6-7 >999 360 MT20 244/190 TCOL
10,0 i Lumber DOL 1,00 1 BC 061 Vert(CT) -0,07 6-7 >999 240 BCLL
00 Rep Stress Incr NO I WEI U'dd Horz(CT) 0,01 5 n1a nia BCOL
5,0 j Code FBC2017/TP12014 Matrix-P Weight: 91 lb FT = 20% 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 Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS. (
lbisize) 8=1892/Mechanical, 5=2261/0-8-0 Max
Uplift 8=-468(LC 4), 5=-558(LC 5) FORCES, (
lb) - Max. Comp,/Max. Ten, - All forces 250 (lb) or less except when shown. TOP
CHORD 1-8=-16571419, 1-9=-3464/856, 2-9--3464/856, 2-3=-3658/903, 4-5=-597/156 BOT
CHORD 7-13=-856/3464, 6-13=-85613464, 6-14=-903/3658, 5-14=-903/3658 WEBS
2-7=-959/263,1-7=-911/3686, 3-5=-38921961 NOTES-
1)
2-ply truss to be connected together with 10d (0. 1 31"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, Vuit=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Qpsf: h=15ft, 6=45ft, L-2411: eave=4111 Cat,
11, Exp 8; Part. Encl., GCpi=0,55, 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 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 This item has been widewillfitbetweenthebottomchordandanyothermembers. 7)
Refer to girder($) for truss to truss connections, electronically signed and 8)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 468 lb uplift at joint 8 and 558 lb uplift sealed by ORegan, Philip, PE at
joint 5. using a Digital Signature, 9) Girder carries tie-in span(s): 6-8-0 from 0-0-0 to 8-7-4 Printed copies of this 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 398 lb down and 97 lb up at 7-
0-0 on top chord, and 256 lb down and 62 lb up at 1-4-8, 256 In down and 62 Ild up at 3-4-8, and 256 Ila down and 62 lb up at document are not considered 5-
4-8, and 258 Ita down and 63 lb up at 7-4-8 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. LOADCASE(S) Standard Philip J. O'Regan PE No.U126 1)
Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 MiToll USA, Inc, FL Cott 6$34 Uniform
Loads (p(r) 6904 parka East Blvd, Tampa FL 33610 Vert: 1-4--335, 5-8=-10 Date: ConcentratedLoads (lb) Vert:
6=-256(F) 10=-398 12=-256(F) 13=-256(F) 14--258(F) March 9,2018 A
WARNING - Verify ditsignparameters andREAD NOTES ON THIS AND INCLUMOMNEK REFERENCE PAGE UJI-7473 rev. 10/03/2015 BEFORE USE, Design
valid for use only with 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 properly incorporate this design into the overall laureling
Blesign. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' isateurysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthefabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSIBA9 and SCSI Building Component 6904 Parke East Blvd Safety
Information available from Truss Plate Institute, 218 N, Lee Street, Suds 312, Alexandria, VA 22314 Tampa, FL 36610
Job u-ss____ T( us__s_Ty_Pe____ cry Park7,ly IP -r- -sq/Barcelona-A or C TRAY
P2392ACT Roof, rRuss
T13452433
1TT5 21 49
Mid-Florida Lumber. Bartow FL 8 130 s Sep 15 2017 MiTek Industries, Inc Fri Mar 9 10 52,13 2018 Page 1
ID tttEI_2vqrkv4uEJIJYC2jFzkFng-y66NdUT6MBQT3mol675F2P2Ez4LIobhfi,3tzJwzcgbC
7-M
2-49 2-2-13 2-4-9
THIS TRUSS IS NOT SYMMETRIC Scale = 1 13 2
PROPER ORIENTATION IS ESSENTIAL
5X6 = 4x4 4X6 = 15.4 II
1 2 3 4
2.4 11
LOADING (pso SPACING- 2-0-0
TCLL 40,0 Plate Grip DOL 1,00
TCDL 10,0 Lumber COIL 1,00
BCLL ELO Rep Stress Incr NO
BCDL 5.0 Code FBC2017rrPI2014
cSI. DEFL, in loc) Ildeft Ud
TC 0,29 Vert(LL) 0,04 6-7 999 360
BC 0,95 Vert(CT) 006 6-7 999 240
WE 0,61 Horz(CT) 0,01 5 n/a n/a
Matnx-P
LUMBER- BRACING -
TOP CHORD 2x4 SP N0.2 TOP CHORD
BOT CHORD 2x6 SP No.1
WEBS 2x4 SP No.3 *Except* BOT CHORD
1-7,2-6,3-5: 2x4 SP No .2
REACTIONS. (lb/size) 8=1290/0-3-8, 5=296810-4-8
Max Uplift 8=-165(LC 4). 5=-635(LC 4)
Max Grav 8=2225(LC 2), 5=341 2(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-8=-1723/156, 1-2=-3773/317, 2-3=-4684/631 BOT
CHORD 6-7=-31713773, 5-6=-631/4684 WEBS
1-7=-34514104, 2-7=-767/199, 2-6=-344/1263, 3-6=-242/1899, 3-5=-50961687 4X6
PLATES
GRIP MT20
244/190 Weight:
78 lb FT = 20% Structural
wood sheathing directly applied or 5-6-6 oc purlins, except
end verticals. Rigid
ceiling directly applied or 10-0-0 oc bracing. NOTES-
1)
2-ply truss to be connected together with 10d (01 31"x2j") 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 0-3-0 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 (6) 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=3.0psli; h=15ft: 6=45111, L=24ft; eave=4ft, Cat, II:
Exp 61 Encl_ GCpi=0,18: MWFRS (directional), Lumber COL=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 pat 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 165 lb uplift at joint 8 and 635 lb uplift at joint
5. 8)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 357 lb down at 1-9-4, 357 lb down
at 3-9-4, and 357 lb down at 5-9-4, and 2599 lb down and 698 lb up at 5-9-4 on bottom chord. The design/selection of such connection
device(s) is the responsibility of others. LOAD
CASES) Standard 1)
Dead + Roof Live (balanced): Lumber Increase=1 .00, Plate lncrease=1,00 Uniform
Loads (pti Vert:
1-4=-100, 5-8=-10 Concentrated
Loads (lb) Vert:
6=-217 9=-217 10=-90(F) 11 =-217 12---90(F) 13=-2689(1`=-90, 5=-2599) WARNING -
Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ill 7473 rev. 10/0,7/2015 BEFORE USE. Design
valid for use only with MiTekai 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 backing of Individual truss weband/or chord members only. Additional temporary and permanent bracing is
always required for stability and to prevent collapse with possible personal injury and prop" damage For general guidance regarding the fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTP11 Quality Criteria, DSB-89 and BCSI Building Component SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 This
item has been electronically
signed and sealed
by ORegan, Philip, 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. PhilipJ. O'Regan PE No,58126 fil
USA, Inc, FL Cort 6634 6904
Parke Ent Blvd. Tampa FL 33610 Oate:
March
9,2018 Nil'
MiTek'
6904
Parke East Blvd Tampa,
FL 36610
b Truss ITruss Type Qry Ply Park SglBarcelona-A or C TRAY
T13452434
P2392ACT iGt (MONO HIP 1 t {
i re8g3
Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:14 2018 Page 1
ID:16Ej_2vgrkv4uEJUYC2jFzkF ng-QNglrgUl7 UYKgwN VggcUbcaKi UnjX28owjcWWcgb?
1-0-12 5-11-4 7-11-4
r 1-0-12 {.. 5-11.4 2-0-0
4x4 _ Scale = 128.5
3 12 464 it
aX4 -- I.oXa !i
15x4 II
3x4 ==
to
0
LOADING psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lld
TCLL 20.0 Plate Grip DOL 1,25 TC 0.63 Vert(LL) 0-10 7-8 963 240
TCDL 10.0 Lumber DOL 1_25 BC 0.46 Vert(CT) 020 7-8 461 180
BCLL 0.0 Rep Stress Incr YES WB 0,60 Horz(CT) 0.01 10 n/a nta
BCDL 10.0 Code FBC2017frp12014 Matrix -MP
LUMBER- BRACING -
TOP CHORD 2x4 SP No2 TOP CHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 8=387/0-8-0, 10=280/0-1-8
Max Horz 8=187(LC 12)
Max Uplift 8=-87(LC 12), 10=-130(LC 12)
Max Grav 8=387(LC 1), 10=311(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-8=-315/210
BOT CHORD 7-8=-256/151
WEBS 4-10=-3161266
PLATES GRIP
MT20 244/190
Weight 55 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purllns,
except end verticals_
Rigid ceiling 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, Vuft=140mph (3-second gust) Vasd=108mph, TCDL=42psf; BCDL-3.0psf1 h=15ft: 6=45ft; L=24ft, eave=oft; Cat-
11, Exp B, Part, Encl., GCpi=0.55; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Intere (1) 2-0-0 to 6-0-0, Extenor(2) 6-0-0
to 7-6-12 zone; end vertical left exposed;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 pending.
4) This truss has been designed fora 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) Bearing at joint(s) 10 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate at joints) 10.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 8 and 130 lb uplift at
joint 10,
WARNING - Verdie design parametersand READ NOTES ON THIS ANDINCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 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
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 oftrusses and truss systems, see ANSIITPII Quality Criteria, 1358-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314-
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
Philip J, O'Regan PE No.58126
ViTak USA, lnc, F L Cart 6634
4904 Parke EntBlvd. Tampa FL 33610
Date:
March 9,2018
IS
Mire C'
6904 Parke East Blvd.
Tampa, FL 36610
r --------
Job TrusPypy lyParkSq/Barcelona-A or C_TRAY i T13452435
P2392ACT G2
MONO HIP 11 1-------- -'' j - — 44
LR e enr L —09t1g1)_ Mid-Flodda
Lumber, Ballow, FL. 8.130 s Sep 15 2017 Miiek Industries, Inc. Fri Mar 9 10:52,14 2018 Page 1 ID ItiEj_
2vgrkv4uEJUYC2jFzkFng-QNglrgU17UYKgwNVggcUbcaJvUooXIUowjcWryzcgb2 1-0-
12 4-7-4 7-it-4 1-0-
12 4-7-4 3-4-0 4x4 Scale =
1 24.8 6x8 MT20HS
li 3 t2
4 wi t
5
1.
tix4 11 4x4 = 1.5x4 !I LOADING (psi)
SPACING- 2-0-0 CSI. TCLL 20.
0 Plate Grip DOL 1.25 j TC 0-66 TCDL 10,
0 Lumber DOL 1 25 BC 039 BCLL 0.
0 Rep Stress Incr YES WB 0.70 BCDL 10.
0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP
CHORD
2x4 SP No.2 BOT CHORD
2x4 SP No.2 WEBS 2x4
SP No.3 OTHERS 2x4
SP No,3 REACTIONS, (lb/
size) 8=387/0-8-0, 10=280/0-1-8 Max Horz
8=113(LC 12) Max Uplift
8=-105(LC 12), 10=-113(LC 12) Max Grav
8=387(LC 1), 10=297(LC 17) FORCES, (lb) -
Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD
2-8=-308/217 WEBS 4-
10=-304/236 DEFL, in (
loc) Ildefl Ltd PLATES GRIP Vert(LL)
0,15 7-8 >630 240 MT20 244/190 Vert(CT) -
0,19 7-8 >480 180 MT20HS 1871143 Horz(CT)
0-02 10 nta n/a Weight: 50
Ib FT = 20 BRACING - TOP
CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end
vertica(s. BOT CHORD
Rigid ceiling 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; 8=45ft, L=24ft, eave=4ft, Cat. II; Exp
B; Part. Encl., GCpt=0.55, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-8-0, Exterior(2) 4-8-0 to 7-
6-12 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 par 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) 10 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($) 10, 9) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 105Ib uplift at joint 8 and 113 lb uplift at joint 10.
WARNING - Verity
design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE 111II.7473rev. 10/09/201$ BEFOREUSE. Design valid for
use only with MiTel(O connectors. This designis based only upon parameters shown, and is for an individual building component, not a truss system_
Sefore 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 individual truss web and/or chord members only. Additional temporary and permanentbracing 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information availablefromTrussPlateInstitute, 218 N- i.ee Street, Suite 312. Alexandria, VA 22314. This item has
been electronically signed and
sealed by ORegan,
Philip, 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.. Philip J. O'Regan PE No.58126 MiTak USA, inc,
FL Oatt 6W 6904 Parke East
Blvd. Tampa FL 33610 Date: March 9,
2018
Nil MiTek' 6904
Parke
East
Blvd Tampa, Ft, 36610
Job i truss Truss Type IQty iPly i Park Sq/Sarcelona-A or C TRAY
F13452436
P2392AC1 —'G3 ICOMMON II - - -
Mid -Florida Lumber, Bartow, F1_ 8130 s Sep 15 2017 MiTek Industries, Inc. Fit Mar 9 10,52,15 2018 Page I
ID:ItiEL2vqrkv4u6JUYC2jFzkFng-uaE72AVNuogBl4ytiDY7j7q7YCuA5C,cOy9NM400zcgb_
3-8-0 4-3-4 1-0-12
Scale = 1 24.9
4x4
4X6
10
3X4 111 1X4 t1 5 3X4 II
LOADING (psf) SPACING- 2-0-0 cSI.
TCLL 200 Plate Grip DOL 1.25 TC 0,43
TCDL 10,0 Lumber DOL 1,25 SC 026
BCLL 00 Rep Stress Incr YES WE3 0,15
BCDL 100 Code FBC2017,fTP12014 Matrix -MS
DEFL. in (loc) I/defl Lid
Vert(LL) -0,02 6 '999 240
Verb(CT) -0,05 5-6 >999 180
Horz(CT) 0,00 5 n/a nia
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2 TOP CHORD
BOT CHORD 2x4 SP No,2
WEBS 2x4 SP No3 BOT CHORD
OTHERS 2x4 SP No,3
REACTIONS. (Ibi'size) 5=387/0-8-0, 10=280/0-1-8
Max Horz 1 0=95(LC 11)
Max Uplift 5=-130(LC 12), 10=-88(LC 12)
FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-5=-3101294
WEBS 1-10=-292/226
PLATES GRIP
MT20 244/190
Weight: 38 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling 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.
III Exp B, Part. Encl., GCpi=0.55, MWFRS (directional) and C-C Exterior(2) 0-5-4 to 6-8-0, Intenor(l) 6-8-0 to 9-0-0 zone, end vertical
right exposed,C-C for members and forces & M\AfFRS 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 2-0-0 wide
will fit between the bottom chord and any other members.
5) Bearing at joint(s) 10 considers parallel to grain value using ANSIfTPl 1 angle to grain formula. Building designer should verify
capacity of bearing surface,
6) Provide mechanical connection (by others) of truss to bearing plate at jornt($) 10.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 5 and 88 lb uplift at
joint 10
WARNING - Verify dii.19. parameters and READ NOTES ON THIS AND INCLUDED F41TEK REFERENCE PAGE M11-7473 rev, 1010312015 BEFORE USE,
Design valid foruse only with MiTelots connectors, This design is based only upon parameters shown, and is for an individual buildingcomponent, not
atruss system Before use, the building designermust verity the applicability of design parameters and properly incorporate this design into the overall
building design- Bracing indicated is to prevent bucking of individual fuss web and/orchord members only Additional temporary and permanentbracing
is always required for stability and to prevent collapse with possible personal injury and property damage Forgeneral guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSItTP11 Quality Criteria, DSB-89 and SCSI Building ComponentSafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314
This item has been
electronically signed and
sealed by ORegan, Philip, 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,
Philip J. O'Regan PE No.581211
MITak USA, Inc, FL Cart $634
904 Parka East Blvd, Tampa FL 33610
Data:
March 9,2018
MiTek'
6504 Parke East Blvd
Tampa, Ft, X610
m ____
Job Truss 1 russ Type Qty 'Ply Park Sq/Barcelona-A or C TRAY
7134 t243 7,
P2392ACT G4 1HIP 1 1
Mid -Florida Lumber, Bartow, Fl-
n
8,130 s Sep 15 2017 MiTek Industries, Inc_ Fri Mar 9 10:52 16 2018 Page 1
ID:ItiEj_2vgrhv4uEJUYC2jFzkFng-MmoVFVW?f6o2wDXtnFeyg1gg_IVa?3g5015dvrzcgaz
5-00-0 ---_-..—._- 7-11-.4
24-0 .....---i— 2" 2-11-4 1-0-12
4x4 = 4x4 = Scale = 1 21 0
6.DO (12_ 2 t3 3
4.1,
19
12
t1
aV
6f
Plate Offsets (XYY j4.042 0 0 1-12
LOADING (psf) SPACING- 2-0-0 CSL1TCLL20.0 Plate Grip DOL 125 TC 056
TCDL 100 Lumber DOL 1.25 SC 0,37
BCLL 0.0 Rep Stress Incr NO WB 0.15
BCDL 100 Code FBC20171TPt2014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No 2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 6=424/0-8-0, 12=323/0-1-8
Max Horz 12=-111(LC 8)
Max Uplift 6=-209(LC 8), 12=-177(LC 8)
Max Grant 6=425(LC 18), 12=324(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten- - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-2601184, 3-4=-281/173, 4-6=-329/186 WEBS 1-
12=-3381189 3x4 II DEFL, in (
too) /deft
Ud PLATES GRIP Vert(LL) 0,06
7-8 >999 240 MT20 2441190 Vert(CT) -0-07
7-8 >999 180 HOrz(CT) -0 00
6 n/a n/a Weight: 40 Ita FT =
201% BRACING - TOP CHORD Structural
wood
sheathing directly applied or 6-0-0 Go purlins, except end verticals. BOT
CHORD Rigid ceiling
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=106mph, TCOL=4.2psf; BCDL=3.Opsf; h=1511; 13=45ft, L=24ft, eave=oft; Cat. It: Exp B; Part.
Encl., GCpi=0.55, MWFRS (directional), end vertical right exposed, 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) 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.
7) Provide mechanical connection (
by others) of truss to bearing plate at joint(s) 12. 8) Provide mechanical connection (
by others) of truss to bearing plate capable of withstanding 209 Ib uplift at joint 6 and 177 Ib uplift at joint 12, 9) Hanger(
s) or
other connection device(s) shall be provided sufficient to support concentrated load(s) 65 Ib down and 169 Ib up at 2-4-0, and
9 lb down and 76Ib up at 3-8-0, and 65 Ib down and 169 Ib up at 5-0-0 on top chord, and 26 Ib down and 27 Ib up at 2-4-0, and
12 lib down and 13 Ib up at 3-8-0, and 26 Ib down and 27 Ib up at 4-11-4 on bottom 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). LOAD CASE(S) Standard
1) Dead + Roof Live (
balanced): Lumber Increase=1.25, Plate Increase=1,25 Uniform Loads (plf) Vert:
1-2=-60,
2-3=-60, 3-4=-60, 4-5=-60, 6-10=-20 Concentrated Loads (lb) Vert
2=-18(F)
3=-18(F) 8=-14(F) 7=-14(F) 13=-9(F) 14=-8(F) WARNING - Verify design Parameters
and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1140.7473 rev. 10/03/2015 BEFORE USE. Design valid for use
onlywith 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 designermust venfy 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 chordmembers only Additional temporary and permanent bracing is always required for
stab@ity, and to prevent collapse with possible personal injury and property damage- For general guidance regarding the fabrication, storage, delivery, erectionandbracingoftrussesandtrusssystems. see ANSI/TPH Quality omens, DSB-a9 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 ORegan, Philip,
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.
Philip,!. D'Regan PE
No.56126MiTek USA, Inc. FL
Cart 6634 6904 Parka EaM 61vd,
Tampa FL 3361D Date: March 9,2018
MiTek'
6904 Parke East
Blvd -
Tampa, FL 36610
job Truss PlyQty Park Tqi6arcelO or CTPAY
F13452438
P2392AC T Hl MONO HIP
ok e n aL
Mid-Flonda Lumber, Barlow, FL, 8,130 s Sep 15 2017 MiTek Industries, Inc, Fri Mar 9 10:52 17 2018 Page 1
10:ltiEj_,2vq*v4uEJUYC2jFzkFng-qyMtTsWdQPwvXN64Lz9BDFCychvWrFchrARHzcgay
2-10-0 5-8-0
1-0-0 2-10-0 2-10-0
Scale = 1 14.1
4x4 3x4
3 4
2x4
1 5x4 11
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 125 TC 0 12
TCDL 10,0 Lumber DOL 1,25 BC 0,10
BCLL U'U Rep Stress Incr YES we 0.09
BCDL 10'0 Code FBC2017fTP12014 Matrix -MP
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) -0,00 6-9 -999 240 MT20 2441190
Vert(CT) -0,01 6-9 >999 180
Horz(CT) 000 5 n/a n/a
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SO No,2
WEBS 2x4 SP No,3 BOT CHORD
REACTIONS. (lb/size) 5=215/Mechanical, 2=28610-3-8
Max Horz 2=73(LC 12)
Max Uplift 5=-70(LC 9), 2=-93(LC 12)
FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown
TOP CHORD 2-3=-2561134
Weight: 27 lb FT = 20%
Structural wood sheathing directly applied Or 5-8-0 OC pUrtins,
except end verticals.
Rigid ceiling 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=25ft, 6=45ft, L=24111 eave=4ft, Cat,
11, Exp B: Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(l) 2-0-0 to 2-10-0. Exterior(2) 2-10-0 to
5-6-4 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 70 lb uplift at joint 5 and 93 lb uplift at
joint 2.
This item has been
electronically signed and
sealed by ORegan, Philip, 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,
Philip J. O'Regan PE No.58126
MINK USA, Inc, FL Cart 6634
6904 Parke East Blvd, Tampa FL 33610
Date:
March 9,2018
A WARNING- Verify ofesurnp—mellurs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473— 10(031.1015 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
atruss 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 MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSInnall Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd
Ajes, Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312. Indura, VA 22314 Tampa, FU 36610
Jab Truss Truss Type i Qty ,Ply Park SglBarcelona-A or C_TRAY
j I T13452439
P2392ACT H2 COMMON 1 1
i_ __.-..._.._._j2 Re. S.05..i4prigL1a).__
Mid -Florida Lumber, Bartow, FL- 8,130 s Sep 15 2017 MITek Industries, Inc, Fn Mar 9 10:52:18 2018 Page 1
I D:ItiEi_2vgrkv4uEJUYC2jFzkFng-l8vGgCXFBj2m9XhGvggQIS17d5ERT?fOrLakzjzcgax
2-10-0 5-8-0 6-8-0
2-10-0 2-10-0 1-0-0
4x4 - = Scale = 1-14
2x4 =
LOADING (pso SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.10
TCDL 10.0 Lumber DOL 1.25 BC 0,15
BCLL 0.0 Rep Stress Incr NO WB 0.05
BCDL 10.0 Code FBC2017rrPi2014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=238/Mechanical, 3=309/0-3-8
Max Harz 1=-36(LC 6)
Max Uplift 1=-71(LC 8), 3=-122(LC 8)
Max Grav 1=249(LC 17), 3=316(LC 18)
FORCES. (lb) - Max. Comp./Max- Ten- - All forces 250 Tb) or less except when shown.
TOP CHORD 1-2=-334/113, 2-3=-333tl11
BOT CHORD 1-5-=-66/277. 3-5=-66/277
DEFL. in (loc) I/deft L/d
Vert(LL) -0-00 5-8 999 240
Vert(CT) -0-01 5-8 >999 180
Horz(CT) 000 3 n/a n/a
2x4 =
PLATES GRIP
MT20 2441190
Weight 22 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins.
BOT CHORD Rigid ceiling 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=25ft, 8=45ft; L=241t; eave=oft; Cat.
II; Exp B; Encl., GCpi=0.18, MWFRS (directional); 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 2-0-0 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 71 lb uplift at joint 1 and 122 ib uplift at
joint 3.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 170 ib up at
2-10-0 on top chord, and 26 lb down at 2-10-0 on bottom chord- The design/selection of such connection device(s) is the
responsibility of others.
8) In the LOADCASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert. 1-2=-60, 2-4=-60, 6-9=-20
Concentrated Loads (lb)
Vert: 5=-26(F) 2=-8(F)
WARNING - Vartfy design Parameters and READ NOTES ON T141S AND INCLUDED MITEK REFERENCE PACE M11-7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiT00 connectors. This design is based only upon parameters shown, and is for an individual building component, notatrusssystem- Before use, the thudding designer must verify the appllcability of design parameters and properly incorporate this design into the overall
building design- $racing indicated is to prevent buckling of individual truss web andtor 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 ANSIITP11 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 ORegan, Philip, 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.
Philip J.O'Regan PE Na56126
MITek USA, ina. FL Cart6634
6904 Parke East Blvd, Tampa FL 33610
Data:
March 9,2018
lei
MiTok'
6904 Parke East Blvd..
Tampa, FL 36610
Job Truss Truss Type Qty Ply T Park Sq/Barcelona-A or C-TRAY
T13452440
P2392ACT i,12 iJACK 1 i
gil,?R.k?f frLf91Jf1.?1. _ _..
Mid-Fionda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:19 2018 Page 1
1D:ItiEj_2vgrkv4uEJUYC 2jFzkFng-mLTeuYYty 1AdnhGSSOBFlgHi eVbrCSjY4? KHW9zcgaw
1-0-0 2-10-0
Scale = 1.1'1-7
2x4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1_25 TC 0,08 Vert(LL) -0.00 4.7 >999 240 MT20 2441190
TCDL 10.0 Lumber DOL 1.25 BC 0,08 Verl(CT) -0.01 4-7 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0,00 3 nla n/a 1
BCDL 10.0 Code FBC2017ITP12014 _ Matrix -MP Weight /o11lbFT = 20
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oo bracing.
REACTIONS. (lb/size) 3=66/Mechanical, 2=182/0-3-8, 4=34/Mechanical
Max Harz 2=75(LC 12)
Max Uplift 3=-39(LC 12), 2=-61(LC 12), 4=-1(LC 9)
Max Grav 3=77(LC 17), 2=182(LC 1), 4=49(LC 3)
FORCES. 0b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown-
NOTES-
1) Wind: ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph, TCOL=4.2psf, BCDL=3.Opsf, h=15ft; B=45ft, L=20, eave=oft, Cat.
II; Exp B; Part, Encl., GCpi=0.55, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, intenor(1) 2-0-0 to 2-9-4 zone,C-C for
members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip D0L=1.60
2) This truss has been designed for a 10.0 DO 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 39 lb uplift at joint 3, 61 lb uplift at joint 2
and 1 lb uplift at joint 4_
This item has been
electronically signed and
sealed by QRegan, Philip, 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.
Philip J. O'Regan PE No.56126
MiTek USA, Inc. FL Cart6634
6904 Parke East Stud- Tampa FL 33619
Date:
March 9,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 41II.7477 rev. 10/0J/2015 BEFORE USE.
Design valid for use ontywith 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 veritythe applicability of design parameters and property incorporatethis design into the overall I building
design. Bracing indicated is to prevent buckling of Individualtruss web and/or chord members only Additional temporary and permanent bracing f ':'7"7' is
always required for stability and to prevent collapse withpossible personal injury and property damage. For general guidance regarding the M I ! Il fabrication,
storage, delivery, erection and brac[ng M missesand truss systems, see ANSI/TP11Quality Criteria, DS849 andBoat Building Component ! 6904 Parke !mast Blvd - safety
Information available from Truss Plate institute, 218 N- 1,.ee Street, Suite 112, Alexandria, VA 22314. Tampa, Ft. 6F>10
Job FJ13russ Truss Type) Oty Ply Park SgBarcelona-A or C TRAY... ..
P2392ACT JACK I3 1
T13452441
RgJobf reanteLRh4ftgl} .__..._. ----... ._..__ -.-_- --- .---._.__....
Mid -Fonda Lumber, Bartow, FL. - 8-130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:19 2018 Page 1
In ltiEj_2vgrkv4uEJUYC2jFzkFng-mLTeuYYtylAdnhGSSOBFlgHCtVYiCSjY4?KHW9zcgaw
1-0-12 2-11-4
Seale = 1 18.8
3x4 '=-
LOADING (pst) SPACING- 2-0-4 CSI. DEFL. in loc) I/defl Ld PLATES GRIP
TCLL 20.0 Plate Grip DOL 125 TC 0.45 Vert(LL) 0,01 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 125 BC 028 Vert(CT) -0.01 4-5 >999 180
BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.04 3 n/a n/a
BCDL 10:0 Code FBC2017 TPI2014 Matrix -MR Weight: 13 lb FT = 20%
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 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing
REACTIONS. (lb/size) 5=198/0-8-0, 3=66/Mechanical, 4=27/Mechanical
Max Horz 5=127(LC 12)
Max Uplift 5=-19(LC 12), 3=-67(LC 12), 4=-22(LC 12)
Max Grav 5=198(LC 1), 3=89(LC 17), 4=51(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 0psf; h=15ft; 6=45ft, L=24ft: eave=oft, Cat.
II: Exp B; Part, Encl., GCpi=0.55, MWFRS (directional) and C-C Extenor(2) -1.0-0 to 2-0-0, Intenor(1) 2.0-0 to 2-11-4 zone; end
vertical left exposed,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 0psf 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 girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 19 lb uplift at joint 5, 67 lb uplift atjoint 3
and 22 lb uplift at joint 4.
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
Philip J. O`Regan PE Nc.88126
iAiTat USA, Inc. FL Cart 66U
6904Parts East Blvd. Tampa FL 33610
Data:
March 9,2018
WARNING - verify design Parameters andREAD NOTES ON THIS AND INCLUDED MlTEK REFERENCE PAGE MR-T473 net. 1010312015 BEFORE USE,
Design valid for use onlywith MITokisConnectors. This design is based only upon parameters shown, and Is foran individual building component. not Nottrusssystem. Before use. the building designer must verity the applicability ofdesign parameters and property incorporate this design into the overallbuildingdesignBracingindicatedistopreventbucklingofindividualtrussweband/or chord members only Additional temporary and permanent bracing I Vtl irrisanvaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the i
fabrication, storage, delivery, erection and bracing of trussos and truss systems, see ANSlITPI1 Quality Criteria, 058-89 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 TrussTruss type Qty Ply Park Sq/Barcelona-A or C_TRAY
T13452442
P2392ACT jJ5 JACK
10ciq ImAIL -top!
Mid -Florida Lumber, Bartow, FL, 8 130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:5210 2018 Page 1
ID I(iEI_2vqrkv4uEJUYC2jFzkFng-EX105uYViKITOfTk'05juqtqPMCxvyhJt3q2czcgav
5-0-0
1-0-0 5-0-0
Scale = 1 17 0
I
2X4 ----
LOADING (psf) SPACING- 2-0-0 CS1,
TCLL 20,0 Plate Grip DOL 1,25 1 TC 032
TCDL 10,0 Lumber DOL 1.25 BC 026
SCILL 0,0 Rep Stress Incr YES WEI 0,00
BCDL 100 Code FBC20171TPI2014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No 2
BOT CHORD 2x4 SP No,2
REACTIONS. (lb/size) 3=127/Mechanical,2=264/0-3-8,4=64/MechanicaI
Max Herz 2= 108(LC 12)
Max Uplift 3=-64(LC 12), 2=-73(LC 12)
Max Grav 3= 1 27(LC 1), 2=264(LC 1), 4=91 (LC 3)
FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) 004 4-7 a999 240 MT20 2441190
Ven(CT) -006 4-7 >988 180
Horz(CT) -000 3 n/a n/a
Weight. 18 lb FT = 20"/4
BRACING -
TOP CHORD Structural wood sheathing directlyapplied or 5-0-0 oc purlins
BOT CHORD Rigid ceiling 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.Dpsf, h=25ft, 6=45ft, L=24ft, eave=4ft, Cat.
It, Exp El; Encl., GCpi-0.181 i (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 4-11-4 zone;C-C for
members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=l .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 20,0psf 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 ORegan, Philip, 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.
Philip J. O'Regon PE No.58126
WiTel; USA, Inc, FL Cart 6634
6904 Padre East Blvd. Tampa FL 33610
Data:
March 9.2018
WARNING, Verify design Par .. to,. and READ NOTES ON THIS AND INCLUDES MITIEK REFERENCE PAGE MII-7473 lov. 10/031201.5 BEFORE USE.
Oesign valid for use only with MiTeKO connectors This design is based only upon parameters shown, and eit— an individual building -component, not
a Voss system Before use, the building designer must verify the applicability of design parameters and Property tricorporato this design into the ovent(I
building design Blaring indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the MiTek'
fabrication, storage, daily", election and placing of trusses and truss systems. see ANSIITP11 Quality Criteria, 0$8-89 and SCSI Building Component 6904 Parke Fast Blvd -
safetyInformation available from Truss Plate institute, 218 N Lee Street, Suite 312, Alexandria, VA, 22314 i Tampa, Ft- 36610
Job i russ Truss Type oty Ply Park Sq/Barcelona-A or G_TRAY
T13452443
jP2392ACT J7 JACK 17 1
JobReferer cg_(4ptiot------------------ 1— -----------'
Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:20 2018 Page 1
ID:ItiEj_2vgrkv4uEJUYC2jFzkFng-EX 105uYVIKITOrre05jugtgKhvppxvyhJf3q2tzcgav
F- -t -_ — — 7A- —-------- --I
Scale = 1 21-8
2
3x4 =
LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/deft l/d
TCLL 20.0 Plate Grip DOL t25 TC 0,70 Vert(LL) 0,12 4-7 679 240
TCDL 10.0 Lumber DOL 1 25 BC Q54 Vert(CT) 0.24 4-7 348 180
BCLL 0,0 Rep Stress Incr YES WB 0,00 Horz(CT) 0.00 2 n/a n/a
BGDL 10.0 " Code FBC2017/TP12014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SIP No.2
BOT CHORD 2x4 SP No2
REACTIONS. (lb/size) 3=183/Mechanical, 2=342/0-3-8, 4=90/Mechanical
Max Horz 2=141(LC 12)
Max Uplift 3=-93(LC 12), 2=-82(LC 12)
Max Grav 3=183(LC 1), 2=342(LC 1), 4=129(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
PLATES GRIP
MT20 2441190
Weight: 24 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling 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, 6=45ft, L=24ft; eave=oft; Cat.
11. Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 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 girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 3 and 82 lb uplift at
joint 2.
This item has been
electronically signed and
sealed by ORegan, Philip, 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.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd, Tampa FL3361D
Date:
March 9,2018
WARNING • Vertfydesign parameters andREAD NOTESON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7479 rev. 10/03/2e15 BEFORE USE.
Design valid for use onlywith MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, notatrusssystem. Beforeuse, 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 ofindividual truss web and/or chord members only. Additional temporary and permanent bracing Il TAI. `
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M1ek
fabrication, storage, delivery, erection and bracing oftrusses and truss systems. see ANSUTP11 Quality Criteria, DS8-89 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
PLATE LOCATION AND ORIENTATION
31 " 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.
0-116to
For 4 x 2 orientation, locate
plates 0- 11r4' 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.
PLATE SIZE
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
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,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses-
n
LY
O
S
CJ
CL
O
f—
Numbering System Generala Safety t.
6-4-8 dimensions shown in ft-in-sixteenths
Drawings not to scale)
2 3
TOP CHORDS
BOTTOM CHORDS
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 alternative Tor I
d bracing should be considered.
3. Never exceed the design loading shown and neverUstackmaterialsoninadequatelybracedtrusses.
O4. Provide copies of this truss design to the building
t designer, erection supervisor, property owner and
all other interested parties.
8 7 6 5 j 5. Cut members to bear tightly against each other.
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
NUMBERSILETTERS.
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.
O 2012 MiTekV All Rights Reserved
11111110111111110
W1
1*
MiTek"
MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSIITPI 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
specked.
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 out or alter 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(rPI 1 Quality Criteria.
a
NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES.
FLOOR SPACING 24^O.C.UNLESS OTHERWISE NOTED,
ALL WALLS SHOWN ARE LOAD BEARING AT8'4" UNLESS OTHERWISE NOTED,
CEILING mr 4"
NOTE: 2nmFLOOR OVER ENTRY 24"
FIRST
FLOOR APPROVED
TRUSS ANCHOR BYBUILDER BOTTOM =
4X2 TOP =
4x2 2x4Cont.
Band r TRUSS END
DETAIL APPROVED TRUSS
ANCHOR 8YBUILDER PLUMB CUT
OVERHANG HEEL HEIGHT =
2x4 8DTT0M=2x4
TOP=2v4
12 12 1
TRUgS
END
DETAIL t, e3'
nHus46eR,Han 1'*oum26-
33-PL,Han ui MID -
FLORIDA
LUMBER ACQUISITIONS BART0YV.FLOR|
DA TRUSS LOADING
CONDITIONS 2392-AmC '
Park Square Homes P2382ACT Barcelona-
AorC
mm r
1-,/|amax
0
12'- 8" 30'- 2"
T_ I
9 114"
7'- 0" 19'- 11 114" 91- 3"
19 1,12" 24" 24"
NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES.
FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED.
ALL WALLS SHOWN ARE LOAD BEARING AT 9'-0" UNLESS OTHERWISE NOTED.
APPROVED TRUSS ANCHOR BY BUILDER
BOTTOM =4X2
TOP = 42
2x4 Cont. Band 7- -
APPROVED TRUSS ANCHOR BY BUILDER
PLUMB CUT OVERHANG
HEEL HEIGHT = 2 x 4
BOTTOM = 2 x 4
TOP= 2x4 12
6.0 I
V! 2 _
do 0
1
1
12"
TRUSS END DETAIL
J L 22 - HUS26 1 -PLY HGR
0 1 - HGUS26-2 2-PLY HGR
MID - FLORIDA LUMBER ACQUISITIONS
BARTOW, FLORIDA
TRUSS LOADING CONDITIONS
ROOF ITRUSSES FLOOR TRESSES
T,OP CIORD LTtE 200 TOP CiORD 'JtE 400
TOP CFP D DEPD 102 T(F '0-ORD D3M 10,0
B[FTOIN CHYD DT-C, 100 BOT-Jal CHDRD DERID 5.0
TOTI LOAD (PSIF) 40.0 TOTFL LORD fF'SF) H'e
THIS TUS MTEPI, FIRS B39 OSSIGIa WITH. LORDS GON5?RTSD BY 140 WH
WXS ISM, 2 PS` TOP aM, OUT LORD RC 32 'SF B37011. DCRD
D88D LORD 0 MUS FROM 0MICTIC OM LDS. CRT 11. W B MC S 7-10)
Park Square Homes
2392 - A or C ,
TRAY CLG. OPT. 'MR
Barcelona - A or C
SECOND FLOOR
P2392ACT N/A 7-21-17 Bmax
Grant Maloy Clerk Of The Circuit Court & Comptroller Seminole County, FL
Inst #2018062891 Book:9189 Page:1067; (1 PAGES) RCD: 8/14/2018 3:58:07 PM
REC FEE $10.00
Parcel ID Number: 17-20-31-502-0000- 111 0
Prepared By Daphne Clark
and Park Square Homes
Return To : 5200 Vineland Road, Suite 200
Orlando, Fl 32811
NOTICE OF COItiNIENCEMENT.
State of Florida. Q
County of Seminole. Permit Number : .. D
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 ofCommencement.
1. Description of Property: LOT \ . I
Legal Description: WYNDHAM PRESERVE, according to the plat thereof, as recorded in Plat Book 81,
Page 933-102, ofthe public records of Seminole County, Florida.
Address : Q(o6q IP ieka COYQL , Sanford F132773
2. GeneraI Description of Improvements: New Single Family Home
3. Owner Information : Name Park Square Enterprises LLC
Address 5200 Vineland Road, Suite 200, Orlando, Fl 32811
Telephone (407) 529-3000
4. Fee Simple Title Holder: N.A.
5. Contractor Name and Address: Name Park Square Homes
Address 5200 Vineland Road, Suite 200, Orlando, Fl 32811
Telephone (407) 529-3000
6. Surety: N.A.
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 as
provides by 713.13(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 CONSIDERED
IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN 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 INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR
NOTICE OF COMMENCEMENT.
11. Date Signed ; Signature of Owner's Agent: jj--
Vishaal 45WOta
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.
y
Notary Public ,P D.A.
W C MISS" B FF V9108
Daphne lark° _ - * EXPOS ,2019
My commission expir 7 8en
Serial No. FF209108 Notary Signature: Miry seal:
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No:
Documented Construction Value: $ 2,400.00
Job Address: 2669 Flicker Cove, Sanford 32771 (Lot 119) Historic District: Yes No
Parcel ID: Parent 17203150100000010 Residential D Commercial
Type of Work: New Addition Alteration Repair Demo El Change of Use Move
Description of Work: Temporary Construction Trailer - no bathroom
Plan Review Contact Person: Michelle Parkison Title: Permitting Manager
Photie:407-529-3135 —Fax: Email: mparkison@parksguarehgmes.com
Property Owner Information
Name Park Square Enterprises LLC Phone: 407-529-3000
Street: 5200 Vineland Rd Suite 200 Resident of property? : No
City, State Zip: Orlando, FL 32811
Contractor Information
Name Park Square Homes/ Vishaal Gupta phone: 407-529-3000
Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001
City, State Zip: Orlando, FL 32811 State License No.: CRC1330351
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
PAVING 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: 5"1 Edition (2014) Florida Building Code
Revised Rite 30,201i Pertnit Application
0 eft
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.
A
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.
Si t ofCr1A;c_r/A&,ent Date/ Signature Of&-riniractor/Ag(/ Date
L154VI
Print Owner/IX'g, ejit's Narne, Print Contractor/Agent's e
V
Sig Date/ IS16 ureof Notary -State of or
MICHELLE PARKISON MICHELLE PARKISON
MY COMMIMON # FF 063452 MYCOMMISSION #FF063452 ber
30 201 7 ubtlog
W"Itm V*'
M04MT:V4Mt14;!t00 P Undoiriiiiiftei, EXPIRES:
October 30, 2017 9XPIRES: Oftber 30, 2017 Bonded
Thiti Notary Public Under wilefs Owner/
Agent is V Personally Known to Me or Contractor/Agent is I Personally Known to Me or Produced
ID Type of ID Produced ID _ Type of ID BELOW
IS FOR OFFICE USE ONLY Permits
Required: Building Electrical MechanicalE] PlumbingEj Gasr] RoofE] Construction
Type: Total
Sq Ft of Bldg: Occupancy
Use: Min.
Occupancy Load: New
Construction: Electric - # of Amps Ulm Fire
Sprinkler Permit: YesFj No # of Heads Flood
Zone: of
Stories: Plumbing - #
of Fixtures Fire
Alarm Permit: YesFj NoF] A
APPROVALS:
ZONING: I (C- UTILITIES: WASTE WATER: ENGINEERING:
CO
UT-105 I INN FIRE:
a Revised
June 30, 2015 Permit Application
LIMITED POWER OF ATTORNEY
Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford,
Seminole County, Winter Springs
Date:
I hereby name and appoint:
an agent of:
Name
IN
to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things
necessary to this appointment for (check only one option):
l Thc specific pennit and application for work located at:
Street Address)
Expiration Date for This Limited Power of Attorney:
License Holde
State License T
Signature of L'
STATE OF FL
COUNTY OF
The forq
200]f 001
to me or
identification and who did (did not) take anpa
Signatbre
Notary Seal) C
Print or type name
MICHELLE PARKISON Notary Public - State of
MY COMMISSION 9 FF 063452 Commission No.
EXPIRES: October 30, 2017 My Commission Expires: Bondod Thm Notary P011C Underwritom
Rev. 08.12)
awn
as
REQUIRED INSPECTION SEQUENCE
EP# ) "Z- 7_ l Address:
BUILDING PERMIT
Min Max Inspection Description
Footer / Setback
Stemwall
Foundation / Form Board Survey
Slab / Mono Slab Prepour
Lintel / Tie Beam / Fill / Down Cell
Sheathing — Walls
Sheathing — Roof
Roof Dry In
Frame
Insulation Rough In
Firewall Screw Pattern
Drywall / Sheetrock
Lath Inspection
Final Solar
Final Firewall
Final Roof
Final Stucco / Siding
Insulation Final
Final Utility Building
Final Door
Final Window
Final Screen Room
Final Pool Screen Enclosure
Final Single Family Residence
Final Building (Other)
ELECTRICAL PERMIT
Min I Max I Insvection DescriiDtion
Electric Underground
Footer / Slab Steel Bond
Electric Rough
T.U.G.
Pre -Power Final
V-75 Electric Final
MECHANICAL PERMIT
Min I Max I InsDection Descrintion
Mechanical Roug
Mechanical Final
Gas Roug
Gas Final
REVISED: June 2014
f
F/2 L4 cu
ANFORD
r t
rr, "=T"i t t . t t'-v'E• tom, __
t/Q
I r ++ 1f M f i u L (JI) 4 KW
LE S ' Jol w . R2--'+ S 106
DESCRIPTION AS FURNISTIED: Lots 118 & 119, WYNDHAM PRESERVE, as recorded in Plot 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 Arnerica
REMAINDER OF LOT 13, PALMER'S SUBDIVISION (P.8,2, PAGE 41)
S 89*43'10" W 82.03'
4z0,3' f 7717-1 ------
50.50'
LOT 119
F,F, 30.5' PER PLAN)
LOT 118
F.F. 30J' PER PLAN)
24.03' 1
12. 0'
4Z
32' Li To Cj
0 LOT 117
C 4" CQZ'4 Z>
z) "
Q)
4 z)
Q UE D c
Cj:
i , 20'_
i
0
Q)
24.03'
4' 12'
25.50'
12'
BLOCK
CORNER
IQ' UTIL, ESMT,
20& 73'
5 ONCCONIC WALK
SETBACKS AS FURNISHED S 89-43'10" FRONT = 25'(1)
PEAR 20' 82.03 '
SIDE 5' (40' LOT)
T5' (60' LOT)
10' (75' LOT)
ICAT" W Co VFSIDESTREET - 25' (60' & 75' LOT)
Is- (40' LOT) I _/_j _j
25' FRONT SETBACK CAN BE REDUCED (50' PRIVATE ROAD)
TO 20' ON CERTAIN LOTS. NO MORE THAN PLOT PLAN ONLY"
2) IN SUCCESSION AT 20' AND A MINIMUM NOT A SURVEYOF (2) IN SUCCESSION AT 25'
PROPOSED = FINSHED SPOT GRADE ELEVATIONSIg."p- /p
PER DRAINAGE PLANS
PROPOSED DRAINAGE FLOW
LOT GRADING TYPE 13
PROPOSED F.F. PER PLANS - 30.3' (LOT 118) LOTS CONTAIN 9,844 SQUARE FEET
PROPOSED F.F. 'PER PLANS - 30,5' (LOT 119)
67MASEWME-M? -SCOTT & ASSOC, 11VC, - I-rA.IVD SURV1,7_r0R1,Y
LEGEND - LEGEND -
PLAT POI_, -POINT ON LINE 5400 E.COLONIAL OR, ORLANDO, FL. 32807 (407)--277-3232 FAX (407)--658-14,3611I- FIELD I YR - TYPICAL NOTES;
I I, IRON PIPE Rk. POINT OF REVERSE CURVATURE
I P. IRON ROD FCC, • POINT BE COMPOUND CURVATURE 1 THE UNDERSIGNED DOES HEREOF CER77FY THAT THIS SURVEY MEETS OIL STANDARDS OF PRACTICE SET FORTH BY THE FIORIOA OOARO Of
CM. CONCRETE MONUMENT RAIL - RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER -IJ-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472,027, FLORIDA STAIU1,15
EI I.P. 1/2* I.R, /#Lll 45'lf, NIP. NON -RADIAL P. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAT., THIS SURVEY MAP OR COPIES ARE NOT VALID.
RFC. •R c wp J. THIS SURVEY WAS PRtPARCD FROM ME INFORMATION fURNISH10 TO THE SURVEYOR THERE MAY BE OTHER RESTRICTIONSEOVEREDWITNESSPOINT
POINT OF BEGINNING CALL. • CALCULATED OR EASEMENTS mAr AFFECT THIS PROPERTY,
Pa P P 4, NO ONOFFITOROUND fMPWVEVENTS WAVE BEEN LOCATE() UNII-SS OTHERWISE SHOWN, TNT OF COMMCNICCHENT RX ERMANENT REFERENCE MONUMENT
CENIERLINE F.F.INISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERITFIC0 TO AND SHOULD NOT BE RELIED UPON BY ANY OINCR ENTITY.N&D NAIL & DISK ILL • BUILDING SETBACK LINE
P/v PHINT-OF'-WAY ILM. BENCHMARK 6. DIMENSIONS SHOWN FOR THE L"NON OF AfP-MENES HEREROW, ON SHOULD NOT BE USED To RrcoNsTpucr aouNawy umus.
ESML EASEMENT B.D. RASE BEARING 7 (RARP405, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS VASE BEARING (R8.)
VRANt • DRAINAGE 8. ELEVATIONS, IF SHOWN, ARE BASED ON N41YONAL GLOPETIC VERTICAL DATUM OF 1929. UNLESS OTHERWISE NOTED, U1 it., UTILITY
C_LC CHAIN LINK FENCE 9, CERTIFICATE Or AUMORIZATION N.. 4596.
ID'vc. WOOD FENCE --------
CONCRETE BLOCK ScAu I- IDRAWN BY. 4POINTOFCURVATURE
F.T. POINTI OF TANGENCY CERTIFIED BY: CATE ORDER N.,
VCSC. DESCRIPTION
R -ADIVS PLOT PLAN 07-14-2017 2780- 17
ARC LENGIM
DELTA REVISED PLOT PLAN 07-20-2017
G 4CHORD IIEVISED PLOT PLAN 07-26-20 1 7G9CHORDBEARING
NORTH
THIS 6(JN_O(NG\PROPERTY voE,,5 NOT LIE WITHIN
THE LSTAIXISH0 100 YEAR FLOOD PLANE AS PER 'FIRM' 4IA1' 'RSU,')711- RE $48001
F
ZONE "X1 MAP I 12105CO23511 (12-22-16)
COUNTY OF SEMINOLE
IMPACT FEE STATEMENT (((
STATEMENT NUMBER: 18100006 DATE: August 14, 2018
BUILDING PERMIT NUMBER: 18-10000681 $ A
UNIT ADDRESS: FLICKER COVE 2669 17-20-31-502-0000-1190
TRAFFIC ZONE:022 JURISDICTION: f jSEC: TWP: RNG: SUF: PARCEL:
SUBDIVISION: TRACT:
PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT:
OWNER NAME:
ADDRESS:
APPLICANT NAME: PARK SQUARE ENTERPRISES
ADDRESS: 5200 VINELAND RD STE 200 ORLANDO FL 32811
LAND USE: SINGLE FAMILY RESIDENCE
TYPE USE:
WORK DESCRIPTION: CITY-SANFORD
SPECIAL NOTES: 2669 FLICKER COVE / WYNDHAM PRESERVESFR
FEE BENEFIT RATE UNIT CALC
I
UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE
ROADS-ARTERIALS CO -WIDE ORD
Single Familyy Housing 705.00ROADS -COLLECTORS 1.000 dwl unit 705.00N/A
Single Family Housing .00 1.000 dwl unit 00FIRERESCUEN/A
00
LIBRARY CO -WIDE ORD
Single Family Housing 54.00 1.000 dwl unit 54.00SCHOOLSCOWIDEORD
Family Housing 9,000.00 1.000 awl unit 9,000.00PARKSNA
00LAWENFORCEN/A
00DRAINAGEN/A
00
AMOUNT DUE 9,759.00
PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONALISSUANCEOFABUILDINGPERMIT.
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 THAN
CERTIFICATE OF OCCUPARY 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 NOTISSUEDWITHIN60CALENDARDAYSFROMTHEDATEABOVE
r
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: Y C0
Documented Construction Value: $
Job Address: (, ' - Lu, Historic District: Yes 0 No
Parcel ID: Residential W Commercial
Type of Work: New 1 Addition El Alteration El /-Repair D Demo 11 Change of Use El Move
Description of Work:
Plan Review Contact Person:
Phone:
Name
Street:
City, State Zip:
CA (
Title:
Fax: Email:
Property Owner Information
Phone:
Resident of property? :
Name Phone: ca
V_ Street: c- 4. 6 3 Fax:
City, State Zip: ir ct m.State License No.:
Name:
Street:
City, St, Zip:
Bonding Company:
Address:
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 ONTHL 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 certifj, that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards ofall laws regulating construction
in this jurisdiction. I tinder -stand that a separate permit most be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
I-'B(: 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5'h FAition (2014) Florida Building ('ode
Rcvised Junc30,2015 Permit ikppheation *
NQ' y bQEk: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that maa
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 ofpermit is verification that I will notify the owner ofthe property ofthe requirements of Florida Lien Law, FS 713,
The City of Sanford requires payment ofa 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 he figured based on the current IC C Valuation Table in effiect 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 (A'Owner/Agent Date
11rint OwnerfAgent's dame
Signature of rotary -State (A'Flonda Date
Owner/Agent is — Personally Known to Me or
Produced ID ____ Type of ID
of "ior/Agent Dat
Print Contraclor/Agem's Name
Signature of Nciiary,State of Florida Duty
v
A
Contractor/Agent is Personally KnovVfl
Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: BUildingo Electrical[] Mechanical [ PILimbingE] GasE] [oof E]
Construction Type: Occupancy Use: Flood Zone:
Total Sq Ft of Bldg: Min. Occupancy Load: 4 of Stories:
New Construction: Electric - 4 of Amps Plumbing - # of Fixtures
Fire Sprinkler Permit. Yes NoE] # of 1--leads "I-,,,-,,--,---,-, 1 111-11
Fire Alarm Permit: Yes [] NoFj
APPROVALS: ZONING: UTlI,ITII`S-- WASTE WATER:.
I,-',NGINEFR1NG: FIRE- BUII,DING:—
COMMENTS:
Revised, June 30,2015 Permit k t glicauon
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 3
Application Number . . . . . 18-00003489 Date 11/05/18
Property Address . . . . . . 2669 FLICKER CV
Parcel Number . . . . . . . 17.20.31,502-0000-1190
Application description . . . NEW SINGLE FAMILY HOME - DETACHED
Subdivision Name . . . . . .
Property Zoning . . . . . . . PUD
Permit . I . . . . PLUMBING PERMIT -NEW RESIDENC.
Additional desc , .
Phone Access Code 1085752
Permit pin number 1085752
Required Inspections
Phone Insp
Seq Insp# Code Description Initials Date
10 322 UNPB PLUMBING UNDERGROUND
10-1000 311 PL03 SEWER
20 312 PL04 TUB SET
1000 313 PL05 PLUMBING FINAL
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 . . . . . 18-00003489 Date 11/05/18
Application pin number . . . 275872
Property Address . . . . . . 2669 FLICKER CV
Parcel Number . . . . . . . . 17,20.31.502-0000-1190
Application type description NEW SINGLE FAMILY HOME - DETACHED
Subdivision Name . . . . . .
Property Zoning . . . . . . . PUD
Application valuation . . . . 339201
Application desc
noc on file
Owner Contractor
PARK SQUARE ENTERPRISES LLC PARK SQUARE HOMES
5200 VINELAND RD SUITE 200
ORLANDO FL 32811
407) 529-3000
Structure Information 000 000 ----------------------
Construction Type . . . . . VB
Occupancy Type . . . . . . RESIDENTIAL USE GROUP
Flood Zone . . . . . . . . NONE
Other struct info . . . . . ELEC - # AMPS 200.00
PLUMBING FIXTURES 22.00
NUMBER OF STORIES 2.00
SQUARE FOOTAGE 3084.00
Permit . . . . . . PLUMBING PERMIT -NEW RESIDENC.
Additional desc . .
Phone Access Code 1085752
Permit pin number 1085752
Sub Contractor . LINSCOTT PLUMBING SERVICES
Permit Fee . . . . 132.00
Issue Date , . . . 11/05/18 Valuation . . 0
Expiration Date . , 5/04/19
Qty Unit Charge Per Extension
22.00 6.0000 EA FIXTURES,WATERHEATR,DRAIN,TRAP 132.00
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.aldrich@sanfordfl.gov
Other Fees . . . . . . . . . 01-APPLCTN FEE -BUILDING 25.00
01-APPLCTN FEE -PLUMBING 25.00
01-BLDG PLAN REVIEW 1245,00
02-CURB CUT/DRIVE - SIF 40.00
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
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.
UNIVr=K*AL UESProjectNo: 0194184210.1700817,0000
Workorder No: 8-1
ENGINEERING SCIENCES Report Date: 11/12/2018
Consultants In: Geotechnical Engineering - Environmental Sciences
Geophysical Services - Construction Materials Testing - Threshold Inspection
Building Inspection * Plat) Review - Building Code Administration
3532 Maggie Blvd, Orlando, 32811 - P: 407.42&0504 - F: 407.42&3106
In -Place Density Iggt Report
Client: Park Square Homes UES Technician: Jorge L2 Rodriguez
5200 Vineland Road, Suite 200
Orlando, FL 32811 Date Tested: 11/12/2018
Project: Wyndham Preserve, House Lot Testing
East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773
Area Tested: Lot 119 (2669 Flicker Cove) Type of Test
Material: Native Field: ASTM D-2937 Drive Cylinder Methoc
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
No. Location of Test Range
Maximum
Density
Pcf)
Dptlmum
Moisture
Field Dry
Density
Pcf)
Field
Moisture
son
Compaction
Native
Depth
inch)
Pass
or Fail
1 West Footing 0-1 ft 106.8 6 105.8 8.0 99 N/A Pas:
2 South Footing 1-2 ft 106.8 10.6 107,8 8.8 101 N/A Pas!
3 East Footing 1-2 ft 106.8 10.6 106.9 9.4 100 N/A Pas:
4 Northwest Corner of Pad ( TOF ) 1-2 ft 106.8 10,6 104.5 9A 98 N/A Pas:
5 Southeast Corner of Pad ( TOF ) 2-3 ft 106.8 10.6 103.6 9.7 97 N/A PAS!
Remarks: TOF = Top of Fill
7'e, f— t fh- D-ktin -4 --h— oft —.4, — —J—W-4 on --4— —F-- —4
C|TY0FS/\NFORO
BU1L0NG&FIRE PREVENT0N
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F*4WOWn
U L
FIRE INSPECTIONS CITY OF SANFORD
J 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 . . . . 18-00003489 Date 11/08/18
Application pin number . . . 275872
Property Address . . . . . . 2669 FLICKER CV
Parcel Number . . . . . . . . 17.20.31.502-0000-1190
Application type description NEW SINGLE FAMILY HOME - DETACHED
Subdivision Name . . . . . .
Property Zoning . . . . . . PUD
Application valuation . . . . 339201
Application desc
noc on file
Owner Contractor
PARK SQUARE ENTERPRISES LLC PARK SQUARE HOMES
5200 VINELAND RD SUITE 200
ORLANDO FL 32811
407) 529-3000
Structure Information 000 000 ----------------------
Construction Type . . . . VB
Occupancy Type . . . . . . RESIDENTIAL USE GROUP
Flood Zone . . . . . . . . NONE
Other struct info . . . . . ELEC - # AMPS 200.00
PLUMBING FIXTURES 22.00
NUMBER OF STORIES 2.00
SQUARE FOOTAGE 3084.00
Permit . . I . . . ELECTRICAL PERMIT
Additional desc . .
Phone Access Code 1086677
Permit pin number 1086677
Sub Contractor . STRADA ELECTRIC & SECURITY
Permit Fee . . . 80.00
Issue Date . . . . 11/08/18 Valuation 6200
Expiration Date . . 5/07/19
Qty Unit Charge Per Extension
200.00 .4000 AMP ELECTRICAL - NEW CONSTRUCTION 80.00
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.aldrich@sanfordfl.gov
Other Fees . . . . 01-APPLCTN FEE -ELECTRIC 25.00
01-APPLCTN FEE -BUILDING 25.00
01-APPLCTN FEE -PLUMBING 25.00
01-BLDG PLAN REVIEW 1245.00
02-CURB CUT/DRIVE - SIF 40.00
01-FIRE IMP-RS 9-2017 383.81
01-LIBRARY IMPACT FEE 54.00
01-PARKS IMP-RS SINGLE 17 1103.95
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.
I
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 3
Application Number . . . . . 18-00003489 Date 11/08/18
Property Address . . . . . . 2669 FLICKER CV
Parcel Number . . . . . . . 17.20.31.502-0000-1190
Application description . . . NEW SINGLE FAMILY HOME - DETACHED
Subdivision Name . . . . . .
Property Zoning . . . . . . . PUD
Permit . . . . ELECTRICAL PERMIT
Additional desc
Phone Access Code 1086677
Permit pin number 1086677
Required Inspections
Phone Insp
Seq Insp# Code Description Initials Date
10 221 SSB FOOTER/SLAB STEEL BOND
20 212 EL01 ELEC ROUGH
20-1000 216 TUGP TEMPORARY UNDERGROUND POWER
1000 213 EL02 ELECTRIC FINAL
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: "` "
Documented Construction Value: $ 5,958.00
Job Address: 2669 FLICKER CV SANFORD, FL 32773 Historic District: Yes Q No
Parcel ID: 17-20-31-502-0000-1190 LOT 119 Residential ® Commercial
Type of Work: New ® Addition Alteration Repair Demo Change of Use Move
Description of Work: Install new 4-ton HVAC system with 5kw heat kit & duct work
Plan Review Contact Person: Paula Bagley Title: Permit Clerk
Phone: 407-975-2762 Fax: 4 7- -9307 Email:_ permitting@onestopcooling.com
Property Owner Information
Name Park Square Homes Phone: µ407-529-3000_
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: State License No.: CAC 032444
Architect/Engineer Information
Name:
Street:
City, St, Zip:
Bonding Company:
Address:
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 TILE 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 pertnit 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: 5"' Edition (2014) Florida Building; Code
Rcvised: 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 rcquirenients of Florida Licit Law, FS 713.
The City of Sanford requires paynicnt of a plan review fee at the timc 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 fore otng information is accurate and that all work will
be done in compliance with all applicable laws regulati tg f`t structirn and zoning.
Signature of Qwoer/Agent
Print (}water/Agent's Name
Date
Signature ofNotary -State of Florida Date
Owner/Agent is Personally Known to Me or
Produced ID Type of ID
Si nature orContractor/Agent
Kevin Stine
Print Contractor/Agent's Name
Signature o to
12/26/18
Date
KELLY WEBSTER
Notary Public - State of Florida
Commission # FF 978034
My Comm. Expires Apr 4, 2020
Contractor/A et t MI
Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building Electrical Mechanical Plumbing Gas Roof
Construction Type: Occupancy Use: Flood Zone: _
Total Sq Ft of Bldg: Min. Occupancy Load:
New Construction: Electric - # of Amps
Fire Sprinkler Permit: Yes No
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
11 of Heads
UTILITIES:
FIRE:
of Stories:
Plumbing - # of Fixtures
Fire Alarm Permit: Yes No
WASTE WATER:
BUILDING:
Revised: hme 30, 2015 Permit Application