HomeMy WebLinkAbout3951 Night Heron Dr 18-4552 NEW SFHI I I'll
I NO Vlu _-_ "
Documented Construction Value: $
Job Address: 3951 Night Heron Drive, Sanford, FL 32773
CITY OF SANFORD
LUIN & I-lKt: VKtVtN I 1UNVPERMITAPPLICATION
Application No: )8 _S:- C'
Historic District: Yes [1, No 0
Parcel ID: 17-20-31-502-0000-1970 Residential 2 Commercial F
Type of Work: New 0 AdditionEl AlterationEl RepairEl DemoEl Change of UseEl MoveEl
Description of Work: Construction of new single family residence
Plan Review Contact Person: Michelle Parkison
Phone: 407-529-3135 Fax:
Name
Street:
City, State Zip:
Title: Permitting Manager
Email: mparkison(d)parksquarehornes.com
Property Owner Information
Phone:
Resident of property? : No
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
Arch. / MJS Home Designs Arch itect/Eng i neer Information
Arch. 407-629-6711
Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606
Arch./ 250 N. V\Iymore Rd. Suite B Winter Park FL 32789
Street: Eng./ PO Box 530783, Deba[y FL 32753 Fax:
City, St, Zip:
Bonding Company:
Address:
E-mail:
Mortgage Lender:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction
in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5' Edition (2014) Florida Building Code
Revised: June 30,2015 5 , Pennit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
pso— it - IF3.
Signature ofOwner7Agent Date
Vishaal Gupt
Print Owner/Agent
offlorida , _ _. Date
MICHELLE PARKISON
Notary Public - State of Florida
Commission 4 GG 157861
My Comm. Expires Nov 5, 2021
Bonded ihrough Nationel Notery Assn,
to Me or
Produced ID Type of ID
I\ - v7). 11
Signature ofContractor/Agent Date
Vishaal Gu
Print Contraclaf7?
I - I E) -(e)
ADate
MICHELLE PARKISON
Notary Public - State of Florida
157861
M1 —61"
Commissioin 4 GG
My Comm. Expires Nov 5, 2021
BondfA irou,h Nitiomil Notziry Ms,;
VIA
trac'*'
w
A2e ntis Pe=sonally Known to Me ortor
Produced ID _ Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building[k Electricala MechanicaIR Plumbinga GasF] Roof[:]
Construction Type: V6 Occupancy Use: Flood Zone:)(-It-E
Total Sq Ft of Bldg: -3 34: Min. Occupancy Load: # of Stories: Z—
Por —IAC-Hip
New Construction: Electric - # of Amps 214
Fire Sprinkler Permit: YesF No T # of Heads
APPROVALS: ZONING: 4. 12- /-9 Jg— UTILITIES:
ENGINEERING: k-rr- 11-5-15 FIRE:
COMMENTS: _ Ok to construct single family home
with setbacks and impervious area
shown on plan. 13Arelo-14-C 2c-
9,% nts e, - it "et A + 1 3 -1. &11 I -se ,
Plumbing - # of Fixtures 1, (
Fire Alarm Permit: YesF] NoE
WASTE WATER:
BUILDING:- 9::- f
Revised: June 30, 2015 Pennit Application
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
L)s LApplicationNo:
U
Documented Construction Value: $ 154, 200
Job Address: 3951 Night Heron Drive, Sanford, FL 32773 Historic District: YesEl NoV
Parcel ID: 17-20-31-502-0000-1970 Residential [id Commercial []
Type of Work: New 0 AdditionEl AlterationEl RepairEl DemoEl ChangeofUsen MoveEl
Description of Work: Construction of new single family residence
Plan Review Contact Person: Michelle Parkison
Phone: 407-529-3135 Fax:
Name
Street:
City, State Zip:
Title: Permitting Manager
Email: mparkisoneparksquarehomes.com
Property Owner Information
Phone:
Resident of property? No
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
Arch. / MJS Home Designs
Arch itect/Engineer Information
Arch. 407-629-6711
Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606
Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789
Street: Enq./ PO Box 530783, Deba[y FL 32753 - Fax:
City, St, Zip:
Bonding Company:
Address:
E-mail:
Mortgage Lender:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and installations as indicated. I certif 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" Edition (2014) Florida Building Code
Revised: June 30,2015 Pennit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
ke 11-IF3-16 —
Signature ofOwner7Agent Date
V"I- wir-). Ve)
Signature of Contractor/Agent Date
Vishaal Gupta Vishaal
Print 0%vner/Agent'sNa-m-e-----, Print Contrai
11. 15. 1& —
relof Notary -State of Florida Date
MICHELLE PARKISON
X,,%s Pu INotaryPublic — State of Florida
Commission # GG 157861
s v 0MyComm. Expires Nov 5, 2021mmE
h,..g" a".'"J O"ry s' Bonded thfough Nafiallil Nolary Assn.
to Me or
Produced ID Type of ID
Si e ate
MICHELLE PARKISON
FloridaNotaryPublic — State of
Commission 9 GG 157861
z My Comm. Expires Nov 5, 2021
Bond=Dugh National NotarlAw;
4
ContractoiTAgent is Personally Known to Me or
Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: BuildingEl ElectricalF] --Mechanical[] PlumbingF] GasE] RoofF1
Construction Type: Occupancy Use: Flood Zone: -
Total Sq Ft of Bldg: Min. Occupancy Load:
New Construction: Electric - # of Amps
of Stories:
Plumbing - # of Fixtures,
Fire Sprinkler Permit: Yes F] No F] # of Heads Fire Alarm Permit: Yes [] No
APPROVALS: ZONING: UTILITIESJi/_ '11frteWASTt WATER:
ENGINEERING: FIRE: BUILDING:
COMMENTS:
Revised: June 30,2015 Permit Application
19L- LA ±E>5 -2-
COUNTY OF SEMINOLE
IMPACT FEE STATEMENT
STATEMENT NUMBER: 18100009
BUILDING APPLICATION #: 18-10000907
BUILDING PERMIT NUMBER: 18-10000907
DATE: November 15, 2018
3'k) 06
UNIT ADDRESS: NIGHT HERON DRIVE 3951 17-20-31-502-0000-1970
TRAFFIC ZONE:022 JURISDICTION:
SEC: TWP: RNG., SUF: PARCEL:
SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT:
OWNER NAME:
ADDRESS:
APPLICANT NAME: PARK SQUARE ENTERPRISES LLC
ADDRESS: 5200 VINELAND ROAD STE 100 ORLANDO FL 32811
LAND USE: SINGLE FAMILY RESIDENCE
TYPE USE:
WORK DESCRIPTION: CITY-SANFORD
SPECIAL NOTES: 3951NIGHT HERON DRIVE / WYNDHAM
PRESERVE / SFR
FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE
ROADS-ARTERIALS CO -WIDE ORD
Single FamilyROADS -COLLECTORS HousingNl.
705.00 1.000 dwl unit 705.00
Single Family Housing 00 1.000 dwl unitFIRERESCUEN/A 00
LIBRARY CO;WIDE ORD
00
Sin le Family
SCHOO S
Housing 54.00 1.000 dwl unit 54.00
single Family
PARKS
CO:WIDE ORD
Housing 9,000.00 1.000 dwl unit 91000.00N/A
LAW ENFORCE N/A 00
DRAINAGE N/A 00
010
AMOUNT DUE 9,759.-00
PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROAD, FIRE,/RESCUE, LIBRARY AND/OR EDUCATIONAL
ISSUANCE OF A BUILDING PERMIT.
PERSONS ARE ALSO ADVISED THAT ANY. RIGHTS OF THE APPLICANT, OR OWNER,
TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES
MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR
DAYS OF THE DATE ABOVE, BUT NO LATER THAN
CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW
MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE.
COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED,
FROM THE BUSINESS OFFICE: 1101 EAST FIRST STREET,
SANFORD FL, 32771; 407-665-7356.
PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD
BUILDING DEPARTMENT
1101 EAST FIRST STREET
SANFORD, FL 32771
PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE
THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT.
r
THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT
ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE ()
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: 3951 Night Heron Drive
Property Owner: Park Square Enterprises, LLC
Parcel identification Number: 17-20-31-502-0000-1970
Phone Number: 407-529-3000 Email:
The reason for the flood plain determination is:
FQ-1 New structure Existing Structure (pre-2007 FIRM adoption)
F-1 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)
pM kp, p
Yp' S1IIA $ - - ,
11 -
161,p;11,ip@ IUNLY11,91'alsdow- U,
Flood Zone: X Base Flood Elevation: N/A Datum: N/A
FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007
The'referenced Flood Insurance Rate Map indicates the following:
F-1 The parcel is in the: F-1 floodplain F-1 f loodway
F-1 A portion of the parcel is in the: F-1 floodplain 0 floodway
FE -31 Theparcelisnotinthe: FE-31floodplain F-Ifloodway
0 The structure is in the: Ofloodplain F-Ifloodway
El The structure is not in the:E] floodplain F-1 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# 18-4552
Reviewed by: Michael Cash, CFM Date: December 5, 2018
I I P I Application for Paved Driveway, Sidewalk or
2oyo'kw "i 14 Walkway Including Right -of -Way Use &
I A ; 0; k4- f 1A1
N —IL877—'-f a" a%,0JJ "U " id -V cy
www.sanfordfl.gov Department of Planning & Development Services
300 North Park Avenue, Sanford, Florida 32771
Phone: 407.688.5140 Fax: 407.688.5141
This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the
City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or
sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a
driveway, walkway or landscape improvements within the city right-of-way. 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 Know what's below.
size and location of the existing right-of-way and use shall be provided or application could be delayed. Call before you dig.
1. Project Location/Address: -:tq6l 7-L
2. Proposed Activity: FX_1 Driveway E]Walkway F-] Other:
3. Schedule of Work: Start Date Completion Date El Emergency Repairs
4. Brief Description of Work: Construction of new driveway for new single family residence
This application is submitted by:
Property Owner
Signature: - V 1___'
Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811
Print Name: Vishaal Gupta
Phone: (407)r529-3135 Fax: Email: mparkison@parksqua Irehomes.com Date:
Maintenance Responsibilitieslindemnification
The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This
shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization,
remove said installation/improvement fully restoring the right-of-way to its previous condition. 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. If the Requestor does
not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous
condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the
Requestor's property to recover costs of restoration.
To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ-
ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct,
indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of
defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out ofor
connected with the use of the City's right-of-way.
I have read and understand the above statement and by signing this application I agree to its terms.
Signature: Date:
This permit shall be posted on the site during construction.
Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection.
Pre -pour Inspection by: Date:
Application No:
Reviewed:
Public Works
Official Use Only
Fee:
Utilities rk F
Approved: —VLJ-- Engineering _NLI
Site Inspected by:
Special Permit Conditions:
Date:
Date:
Date:
Date: . 1-1-5-2618
Date:
November 2015 Kow use unveway.pa
1111go 1,111, 1 i;ii:iii i
Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford,
Seminole County, Winter Springs
Date: IN. V5 - IE,
I hereby name and appoint:
an agent of -
David Mercer
Park Square Homes
Name of Company)
to be my lawful attomey-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):
0 The specific permit and application for work located at:
C5 1 tA' *,k \4e—,rc>tA -\`ir-tye- ,
C-rci
Street Address)
Expiration Date for This Limited Power of Attorney:
License Holder Name: Vishaal Gupta
State License Number: CRC1330351
Signature of License Holder:
STATE OF FLORIDA
COUNTY OF Orange
The foregoing instrument was acknowledged before me this _L'5 day of tAOV 3
200 k e> by Vishaal Gupta who is Xpersonally known
to me or o who has produced as
identification and who did (did not) take an
r
S(jr e - -
Notary Seal)
MICHELLE PARK18ON
u Stale FloodaNotaryPublic — Stale olFlorida
C C
My
Corn,nission # GG 157861
0 " P'r s v IrnMyCom. Expires Nov 5, 202100
0, ded 1111ough Notional Notary Assn, N N, "" A..
Rev. 08.12)
M -VC \—V \\12\,,,X V-,
Print or type name
Notary Public - State of Vkc>-r'%
Commission No.Q-pG
My Commission Expires: V5 - PCG—A
RECORD COPY
FORM R405-2017
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: Lot 197 Barcelona C RHG Office - W Builder Name: One Stop Cooling and Heating
Street: \ %TC>"_'- Pe mi Office: C SgfordrI
0ul: City, State, Zip: Sanford , FL Pe mi Numbert r: 4 5 52
Owner: Park Square Homes Jurisdiction: 691500
Design Location: FL, Orlando County: Seminole (Florida Climate Zone 2
1 . New construction or existing New (From Plans) 9. Wall Types (2911.7 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 1185.30 ft2
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. N/A R= ft2
5. Is this a worst case? No 10. Ceiling Types (1485.0 sqft.) Insulation Area
a. Under Attic (Vented) R=30.0 1485.00 ft2
6. Conditioned floor area above grade (ft2) 2413 b. N/A R= ft2
Conditioned floor area below grade (ft2) 0
c. N/A R= ft2
11. Ducts R ft2
7. Windows(313.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 482.6
a. U-Factor: Dbl, U=0.55 210.00 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 39.00 ft2
SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency
d. U-Factor: N/A ft2 a. Electric Heat Pump 45.5 HSPF:9.00
SHGC:
Area Weighted Average Overhang Depth: 2.384 ft.
Area Weighted Average SHGC: 0.230 14. Hot water systems
a. Electric Cap: 50 gallons
8. Floor Types (2413.0 sqft.) Insulation Area
EF: 0.900
a. Slab -On -Grade Edge Insulation R=0.0 1186. 00 ft2 b. Conservation features
b. Floor Over Other Space R=0.0 928.00 ft2 None
c. other (see details) R= 299.00 ft2 15. Credits Pstat
Glass/Floor Area: 0.130
Total Proposed Modified Loads: 68.37 PASSTotalBaselineLoads: 72.29
1 hereby certify that the plans and specifications covered by Review of the plans and 011 14E S 7.43"
this calculation are in compliance with the Florida Energy specifications covered by this AV
Code. Bojan Digitally signed by Boian calculation indicates compliance 00
Paukovic
Date: 2018.11.09 16:03:32 with the Florida Energy Code. 1001
PREPARED BY: Paukovic Before construction is completed
DATE: this building will be inspected for
compliance with Section 553.908 V
I hereby certify that this building, ned, is in compliance Florida Statutes.
with the Florida Ene g 0 W'E
OWNER/AGE . .. 0Zr,z= BUILDING OFFICIAL:
DATE: 7 DATE.
Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as
certified factory -sealed in accordance with R403.3.2.1.
Compliance requires an 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 Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors,
tested in accordance with ANSI/RESNET/ICC 380, is not greater than 0.030 Qn for whole house.
11/9/2018 3:56 PM EnergyGauge@ USA Section R405.4.1 Compliant Software Page I of 5
FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT
PROJECT
Title: Lot 197 Barcelona C RHG Off Bedrooms: 3 Address Type: Lot Information
Building Type: User Conditioned Area: 2413 Lot # 197
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: 90 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
V Design Temp Int Design Temp Heating Design Daily Temp
Design Location TIVY Site 97.5% 2.5% Winter Summer Degree Days Moisture Range
FL, Orlando FL ORLANDO_INTL—AR 41 91 70 75 526 44 Medium
BLOCKS
Number Name Area Volume
1 Blockl 2413 22072.8
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated
1 1st Floor 1186 11029.8 Yes 0 0 1 Yes Yes Yes
2 2nd Floor 1227 11043 No 4 3 1 Yes Yes Yes
FLOORS
y# 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 ---- ---- 167 ft2 11 0.29 0 0.71
3 Slab-On-Gracle Edge Insulatio 1st Floor 127 ft 0 1186 ft2 0.29 0 0.71
4 Floor Over Other Space 2nd Floor ---- ---- 928 ft2 0 0.29 0 0.71
ROOF
Roof Gable Roof Solar SA Emitt Emitt Deck Pitch
V # Type Materials Area Area Color Absor. Tested Tested Insul. deg)
1 Hip Composition shingles 1661 ft2 0 ft2 Dark 0.9 N 0.9 No 0 26.6
ATTIC
V# IRCCTypeVentilationVentRatio (1 in) Area RBS
1 Full attic Vented 300 1485 ft2 N N
11/9/2018 3:56 PM EnergyGauge@ USA Section R405.4.1 Compliant Software Page 2 of 5
ILI 1:11 k &*4 1] kyj I kh FAMAUSI:
CEILING
V# Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Vented) 1 st Floor 30 Blown 1485 ft2 0.1 Wood
WALLS
Adjacent Cavity Width Height Sheathing Framing Solar Belowy # Ornt Tn Will Type Space B-V;;l1 IP Ft In Et in Arpi R-V;;Iijp Frqrt'nn Ahqnr rqrJP.%
1 N=>E Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0.8 0
2 N=>E Exterior Concrete Block - Int Insul 1 st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.8 0
3 E=>S Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft2 0 0.25 0.8 0
4 E=>S Exterior Concrete Block - Int Insul 1st Floor 4.1 44 6 9 4 415.3 ft2 0 0 0.8 0
5 S=>W Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0.8 0
6 S=>W Exterior Concrete Block - Int Insul 1st Floor 4.1 8 0 9 4 74.7 ft2 0 0 0.8 0
7 W=>N Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft2 0 0.25 0.8 0
8 W=>N Exterior Concrete Block - Int Insul 1st Floor 4.1 44 6 9 4 415.3 ft2 0 0 0.8 0
9 NE Garage Frame - Wood 1st Floor 11 22 0 9 4 205.3 ft2 0 0.25 0.8 0
DOORS
V Ornt DoorType Space Storms U-Value Width Height Area
Ft In Ft In
1 S=>W Insulated 1st Floor None 39 3 8 24 ft2
2 -=>NE Wood 1st Floor None 39 2 8 8 2 1 .3 ft2
WINDOWS
Orientation shown is the entered orientation (=> chan2ed to As Built rotatecl 90 diegrees).
V Wall Overhang
Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening
1 N=>E 1 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None
2 N=>E 2 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
3 N=>E 2 Metal Low-E Double Yes 0.58 0.25 N 64.0 ft2 7 ft 4 in 1 ft 4 in None None
4 E=>S 3 Metal Low-E Double Yes 0.55 0.22 N 45.0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None
5 E=>S 4 Metal Low-E Double Yes 0.55 0.22 N 45.0 ft2 1 ft 0 in 11 ft 0 in Drapes/blinds None
6 E=>S 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=>W 5 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None
8 S=>W 5 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None
9 S=>W 5 Metal Low-E Double Yes 0.54 0.25 N 12.0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None
10 W=>N 7 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None
11 W=>N 7 Metal Low-E Double Yes 0.54 0.25 N 15. 0 ft2 1 ft 0 in 1 ft 2 in Drapes/blinds None
12 W=>N 8 Metal Low-E Double Yes 0.55 0.22 N 15. 0 ft2 1 ft 0 in 11 ft0in Drapes/blinds None
13 W=>N 8 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 8ft0in 1 ft 4 in Drapes/blinds None
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FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT
GARAGE
V# Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
1 455 ft2 455 f12 64 ft 9.3 ft 1 -
INFILTRATION
Scope Method SLA CFM 50 ELA EqLA ACH ACH 50
1 Wholehouse Proposed ACH(50) 000407 2575.2 141.37 265.87 .3778 7
HEATING SYSTEM
7 # System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heat Pump/ Split HSPF:9 45.5 kBtu/hr 1 sys#1
COOLING SYSTEM
7 # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
1 Central Unit/ Split SEER: 16 47 kBtu/hr 1410 cfm 0.75 1 sys#1
HOT WATER SYSTEM
V # System Type SubType Location EF Cap Use SetPnt Conservation
1 Electric None Garage 0.9 50 gal 70 gal 120 deg None
SOLAR HOT WATER SYSTEM
FSEC
Cert # Company Name
Collector Storage
System Model # Collector Model # Area Volume FEF
None None ft2
DUCTS
V # Supply ----
Location R-Value Area
Return ---- Air CFM 25 CFM25
Location Area Leakage Type Handler TOT OUT ON RLF
HVAC #
Heat Cool
1 Attic 6 482.6 ft Attic 120.65 Prop. Leak Free 2nd Floor --- cfm 72.4 cfm 0.03 0.50 1 1
11/9/2018 3:56 PM EnergyGauge@ USA Section R405.4.1 Compliant Software Page 4 of 5
FnRM R4n.c;-?nl7 INPI IT R1 IMMARV rHFrKI I-qT PFPORT
TEMPERATURES
Prograrnable Thermostat: Y Ceiling Fans:
Coollng a, b Mar Apr Ma y Jun Ju Aug Sep Oct Nov Dec
Hea t ng H Jan F .b Mar Apr May Jun
X
Juxl Aug Sep Oct NovN DecHVentingJanFebXxMarAprMayJunJuliAugSepOctNovDec
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
MASS
Mass Type Area Thickness Furniture Fraction Space
Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 1 st Floor
Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 2nd Floor
Name: Test Rater
Rating Compant: Test Rater
Signature:
Date:
11/9/2018 3:56 PM EnergyGauge@ USA Section R405.4.1 Compliant Software Page 5 of 5
Florida Building Code, Energy Conservation, 6th Edition (2017)
MandatorV Requirements for Residential Performance, Prescriptive and ERI Methods
ADDRESS:
Sanford , FL ,
Permit Number:
MANDATORY REQUIREMENTS See individual code sections for full details.
SECTION R401 GENERAL
r-1 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 before1inal 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 envelof)be building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2.
The sealing methods between dissimilar materials shall allow for differential expansion and contraction.
D R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance
with the manufacturer's instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of construction. Where required
by the code official, an approved third party shall inspect all components and verify compliance.
R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air
changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in
accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either
individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i) or
an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code
official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope.
Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing
buildings in which the new construction is less than 85 percent of the building thermal envelope.
During testing:
1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or
other infiltration control measures.
2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended
infiltration control measures.
3. Interior doors, if installed at the time of the test, shall be open.
4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed.
5. Heating and cooling systems, if installed at the time of the test, shall be turned off.
6. Supply and return registers, if installed at the time of the test, shall be fully open.
R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where
using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the
fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907.
EiR402.4.3 Fenestration air leakage.Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm persquarefoot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or
AAMA/ WDIVIA/CSA I bi/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer.
Exception: Site -built windows, skylights and doors.
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MANDATORY REQUIREMENTS - (Continued)
ri 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:
1 . Direct vent appliances with both intake and exhaust pipes installed continuous to the outside.
2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential.
F R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage
between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not
more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E283 at a 1.57 psf (75 Pa) pressure differential. All recessed
luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering.
SECTION R403 SYSTEMS
R403.1 Controls.
R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system.
R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls
that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load.
R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways
for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section
C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below.
Duct tightness shall -be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or
7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes, to be "substantially leak free" in
accordance with Section R403.3.3.
R403.3.2.1 Sealed air handier. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent
of the design airflow rate when tested in accordance with ASHRAE 193.
R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods:
Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the
manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test.
2. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the
entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the
test.
Exceptions:
1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building
thermal envelope.
2. Duct testing is not mandatory for buildings complying by Section 405 of this code.
A written report of the results of the test shall be signed by the party conducting the test and provided to the code official.
MR403.3.5 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 105oF (41oC)
or below 550F (1 30C) 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 bereadily accessible.
R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return
pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited.
Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the
occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and
when there is no demand for hot water.
R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems
shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance
with the times when heated water is used in the occupancy.
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MANDATORY REQUIREMENTS - (Continued)
R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have
heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a
downward and upward bend of at least 3 112 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).
F 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 OOOF 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 toF-1
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.
0 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-leating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1.
F1 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.
F] 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 appro ved means of ventil ation-
including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gmvity:darnpers thW
close when the ventilation system is not operating.
R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be
powered by an electronically commutated motor.
El R403.6.2 Ventilation air., Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation
shall meet the following criteria:
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.
2. 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).
El R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the
equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies,
based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and
indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions
described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that
affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such
as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency
rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed.
TABLE R403.6.1
WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY
FAN LOCATION AIRFLOW RATE MINIMUM
CFM)
MINIMUM EFFICACy a
CFM/WATT)
AIRFLOW RATE MAXIMUIV
CFM)
Range hoods Any 2.8 cfm/watt Any
In -line fan Any 2.8 cfm/watt Any
Bathroom, utility room 10 1.4 cfm/watt 90
Bathroom, utility room 90 2.8 cfm/watt Any
For SI: 1 cfm = 28.3 Umin. a. When tested in accordance with HVI Standard 916
11/9/2018 3:56 PM EnergyGauge@ USA - FBC 6th Edition (2017) Compliant Software Page 3 of 5
MANDATORY REQUIREMENTS - (Continued)
E] 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.
mR403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section
R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if
the design heating load is 1.15 times greater than the design cooling load.
El 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.
0 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 anF1intermittentbasis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to
prevent continuous space cooling or heating within that space by one or more of the following options:
1 . A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas.
2. A variable capacity system sized for optimum performance during base load periods is utilized.
R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections
C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403.
R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building, El shall include automatic controls capable of shutting off the system when the pavement temperature is above 50OF (11 OOC), and no
precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 401F (4.81C).
E R403.1 0 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas
shall be in accordance with Sections R403.1 0.1 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-recove ry 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.
F1 R403.11 Portable spas (MandatorY)he energy consumption of electric -powered portable spas shall be controlled by the
requirements of APSP-14.
SECTION R404
ELECTRICAL POWER AND LIGHTING SYSTEMS
R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be
high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps.
Exception: Low -voltage lighting.
R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights.
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2017 EPL DISPLAY CARD
ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX* = 95
The lower the Energy Performance Index, the more efficient the home.
1. New home or, addition 1. New (From Plans) 12. Ducts, location & insulation level
a) Supply ducts R 6.0
2. Single-family or multiple -family 2. Single-fami b) Return ducts R 6.0
c) AHU location Attic/Attic
3. No. of units (if multiple -family) 3. 1
4. Number of bedrooms 4. 3 13. Cooling system: Capacity ... 47.0
a) Split system SEER 16.0
5. Is this a worst case? (yes/no) 5. No b) Single package SEER
c) Ground/water source SEER/COP
6. Conditioned floor area (sq. ft.) 6. 2413 d) Room unit/PTAC EER
e) Other
7. Windows, type and area
a) U-f actor: (weighted average) 7a. 0.555
b) Solar Heat Gain Coefficient (SHGC) 7b. 0.230 14. Heating system: Capacity___A5.5
c) Area 7c. 313.0 a) Split system heat pump HSPF 9.0
b) Single package heat pump HSPF
8. Skylights c) Electric resistance COP
a) U-factor: (weighted average) 8a. NA d) Gas furnace, natural gas AFUE
b) Solar Heat Gain Coefficient (SHGC) 8b. NA e) Gas furnace, LPG AFUE
f) Other
9. Floor type, insulation level:
a) Slab -on -grade (R-value) 9a. 0.0
b) Wood, raised (R-value) gb. 11.0 15. Water heating system
c) Concrete, raised (R-value) 9c. a) Electric resistance EF 0.90
b) Gas fired, natural gas EF
10. Wall type and insulation: c) Gas fired, LPG EF
A. Exterior: d) Solar system with tank EF
1. Wood frame (Insulation R-value) 10A1. 11.0 e) Dedicated heat pump with tank EF
2. Masonry (Insulation R-value) 1 OA2. 4.1 f) Heat recovery unit HeatRec%
B. Adjacent: g) Other
1. Wood frame (Insulation R-value) 10131. 11.0
2. Masonry (insulation R-value) 110132.
16. HVAC credits claimed (Performance Method)
11. Ceiling type and insulation level a) Ceiling fans
a) Under attic 11 a. 30.0 b) Cross ventilation No
b) Single assembly 11 b. c) Whole house fan No
c) Knee walls/skylight walls 11 c. d) Multizone cooling credit
d) Radiant barrier installed 11 d. No e) Multizone heating credit
f) Programmable thermostat Yes
Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT.
I certify that this home has complied with the Florida Building Code, Energy Conservation, 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 base Iled code compliant features.
Builder Signature: r Date:
Address of New Home: City/FL Zip: Sanford, FL
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2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Lot 197 Barcelona C RHG Office - W Builder Name: One Stop Cooling and Heating
Street: Permit Office: City of Sanford
City, State, Zip: Sanford , FIL , Permit Number: Y
0
Owner: Park Square Homes Jurisdiction: 691500 Lu
Design Location: FL, Orlando
COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA
General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall
The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material.
requirements Breaks or joints in the air barrier shall be sealed.
Ceiling/attic
The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit
the insulation and 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
sealed. with a material having a thermal resistance of R-3
Knee walls shall be sealed. per inch minimum.
Exterior thermal envelope insulation for framed
walls shall be installed in substantial contact and
continuous alignment with the air barrier.
Windows, skylights The space between window/door jambs and framing, and
and doors skylights and framing shall be sealed.
Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated.
Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to
including insulation. maintain permanent contact with the underside of
above -garage subfloor decking, or floor framing cavity insulation
and cantilevered shall be permitted to be in contact with the top side
floors) of sheathing, or continuous insulation installed on
the underside of floor framing and extends from the
bottom to the top of all perimeter floor framing
members.
Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation
a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace
Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to
exterior or unconditioned space shall be sealed.
Batts in narrow cavities shall be cut to fit, or narrow
Narrow cavities cavities shall be filled by insulation that on
installation readily conforms to the available cavity
spaces.
Garage separation Air sealing shall be provided between the garage and conditioned spac as.
Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building
shall be sealed to the drywall. thermal envelope shall be air tight and IC rated.
Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring
and plumbing in exterior walls, or insulation that on
installation readily conforms to available space shall
t-.YtP.nrJ behind pip'no and wiring,
Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall
on exterior w all 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 f re sprinkler cover olates and walls 0 ceilino
a. In addition, inspection of log walls shall be in accordance with the prov of ICC-400.
11/9/2018 3:56 PM EnergyGauge@ USA FBC 6th Edition (2017) Compliant Software Page 1 of 1
wrightsoft- Project Summary
Entire House
One Stop Cooling and Heating
7225 Sardscove Court, Wirter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.00nn License: CAC032444
For: Park Square Homes
FL
Notes:
Job: Lot 197 Barcelona C RHG
Date: 07/02/2017
By. LF/LM
Plan: RHG
Weather: Orlando Executive AP, FL, US
Winter Design Conditions Summer Design Conditions
Outside db
Inside db
Design TD
44 OF
68 OF
24 OF
Heating Summary
Structure 20697 Btuh
Ducts 3299 Btuh
Central vent (0 cfm) 0 Btuh
gone)
Humidification 0 Btuh
Piping 0 Btuh
Equipment load 23996 Btuh
Infiltration
Method
Construction quality
Fireplaces
Simplified
Average
0
Heating Coolinq
Area (ft2) 2505 2505
Volume (ft3) 22898 22898
Air changes/hour 0.41 0.21
Equiv. AVF (cfm) 156 80
Heating Equipment Summary
Make Trane
Trade TRANE
Model 4TWR6048H1
AHRI ref 7563627
Outside db 93 OF
Inside db 74 OF
Design TD 19 OF
Daily range L
Relative humidity 50
Moisture difference 46 grAb
Sensible Cooling Equipment Load Sizing
Structure 22667 Btuh
Ducts 11232 Btuh
Central vent (0 cfm) 0 Btuh
none)
Blower 0 Btuh
Use manufacturer's data n
1Rate/swin multiplier 0.98
F-Equipmeril Sensible load 33086 Btuh
Latent Cooling Equipment Load Sizing
Structure 3289 Btuh
Ducts 2317 Btuh
Central vent (0 cfm) 0 Btuh
none)
Equipment latent load 5606 Btuh
Equipment Total Load (Sen+Lat) 38692 Btuh
Req. total capacity at 0.75 SHR 3.7 ton
Cooling Equipment Summary
Make Trane
Trade TRANE
Cond 4TWR6048H1
Coil TEM6A0D48H41 ++TDR
AHRI ref 7563627
Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER
Heating input Sensible cooling 35250 Btuh
Heating output 45500 Btuh @ 47'F Latentcooling 11750 Btuh
Temperature rise o OF Total cooling 47000 Btuh
Actual air flow 0 cfm Actual air flow 1567 cfm
Air flow factor 0 cfrn/Btuh Air flow factor 0.046 cfrn/Btuh
Static pressure 0.50 in H20 Static pressure 0.50 in H20
Space thermostat Load sensible heat ratio 0.86
Capacity balance point = 28 OF
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
f'd- 2018-Nov-09 15:52:54
Righ-Suite@ Universal 2018 18.0.31 RSU1 6877 Page 1
MP PRINT\Lot 197 Barcelona C RHG Office - W.rup Calc= MA House faces: W
Job: Lot 197 Barcelona C RHG OffiFjd- wrightsoft, Right-J@ Worksheet
Date: 07/02/2017EntireHouse
By: LF/LM
One Stop Cooling and Heating Plan: RHG
7225 Sandscove Gourt, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.0r)eStopCoolir)g.00m License: CAC032444
1 Room name Entre House FOY
2 Exposed wall 296.0 ft 17.5 ft
3 Room height 9.1 It d 9.3 If heatl000l
4 Room dimensions 1.0 x 168.0 If
5 Room area 2504.5 ft' 168.0 f12
Ty Construdion U-value Or HTM Area (ft2) Load Area (ft2) Load
number BtuW'F) Btuh/ft2) or perimeter (ft) 8tuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 2 31f
Aft 2 4
491- 028 286 0 0 0 0
4A5-,26m b 5 50 nb 13.09 45 0 589, 00 1 0 0 0
13A-4ocs 0.143 ne 3.40 3.00 414 365 1242 1093 0 0 0 0
4A5-2om 0.550 ne 13.09 2224 45 0 589 1001 0 0 0 0
11 4135-2fm 0.540 ne 12.85 23.69 4 0 51 95 0 0 0 0
iy , - I -0sw 0 097 se, 231 2.89 I 270 239 J.j"''562 690p 0 k -
1 --
0 A'o
0550 13 '09 21 91 1 196 329 0 0 0
G 4 5 2fm%"' B b se- 2i'97 4 1 51 88 0 0 o
41]i!2fm 01540 R-,,',12.85 722 2 12 2 5 2 3
t-D
1 3A-4ocs 0.143 se 3.40 3.00 74 50 172 151 74 50 172 151
11DO 0.390 se 9.28 12.54 24 24 223 301 24 24 223 301
12B-0sw, 1
AA5`26rh-".' ,
097
sW, 13.09
2.89
21.91
1 '491
30
0 446
3
I M8 1286
657
0
0
0
b
0.5,40 N 12.85, 3. 2,- 1 193 350 0 0
w 13A-4ocs 0.143 sw 3.40 3.00 414 395 1344 1183 88 73 Z50 220
4A5-2orn 0.550 sw 13.09 22.70 15 0 196 341 15 0 196 341
4135-2frn 0.540 sw 12.85 13.78 4 4 51 55 0 0 0 0
1213-0sw- 0 00 nh,, 31 89 270 7'2-40 554 N' '-693: 0 0
AA5 2cm F 0.550 nw- 13.09 2224 36 0" 11-6 67 1 0 0
13A-4ocs 0.143 nw 3.40 3.00 279 185 630 554 0 0t:Gs 4A5-2om 0.550 nw 13.09 22.24 30 0 393 667 0 0 0 0
AA5-2omd 0.580 nw 13.80 27.82 64 0 883 11780 0 0 0 0
0, 0 ------- c12 -Osw o.b i
ni-
T 217 1.57---- 205 183 397 2 8 0 0
3600 28 12. 54 21 267 90a 0 0 0
C 1613-3-0ad,' 0.032 0.76 1.78 1489 1489 1134 2652 0 0 0 0
9A706 SCP',, 0.295 2b%:-, 132 12 0 b
IF 19C-19csco 0.049 0.40 0.32 166 166 67 52 0 0 0 0
F, t-m,' p 1 -.1-80 J.00 1 1 i't 27 350 b 188 18 4 0
7 M
k T)"'
A" r'n'
MT U
kAi Z"
A, 5
K
7W k T
6 c) AED excursion 344 51
Envelope loss/gain 16617 18414 1332 1063
12 a) Infiltration 4080 1633 246 98
b) Room venblation 0 0 0 0
13 Internal gains: Occupants @ 230 4 920 0 0
Appliances bther 1700 0
Subtotal (lines 6 to 13) 1 20697 22667 15771 1161
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 1577 1161
14 Subtotal 20697 22667 0 0
15 Ductloads 1 16% 50% 3299 11232 16% bU/. 0 0
Total room load 23996 0 0
Air required (dm) 00 0 0
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
FW 2018-Nov-09 15:52:54
A ZK RigN-Suite(SUNversal 2018 18.0.31 RSU1 6877r--
MP PRINT\-ot 197 Barcelona C RHG Office - W.rup Calc = MJ8 House faces: W
Page 1
d - Job: Lot 197 Barcelona C RHG OffirFwrightsoft, Right-JO Worksheet
Entire House Date: 07/02/2017
LF/LM
One Stop Cooling and Heating 8P a n: RHG
7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: www.OneStopCoolirig.com License: CAC032444
1 Room name LOFF DIN
2 Exposedwall 16.0 It 34.5 It
3 Room height 9.0 ft heat/cool 9.3 ft heaV000l
4 Room dimensions 1.0 x 281.8 ft 14.0 x 13.0 It
5 Room area 281.8 ft2 182.0 1112
Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load
number Btuh/ft2--9 Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 VL,, 1213-0-sw
AA5-
6.097 ne' 320 o 0
G 2o M-, 5060 ne: 3.09 22.24 15 0 0 0 0 0
VL213A-4ocs 0.143 ne 3.40 3.00 0 0 0 0 70 70 237 209
4A5-2om 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0
11 4135-2frn 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0
1213 G 7, sYV,
4A5-26m
A097
0'550
s6
se,
2.31
3.09
4 'M9
21'91
0 0
0
0 0
0
0
0
0
0
0 0
G 4135-2fm 6540 se"`l
1
b 0
0
1 85 1' 729 0 0 0 0 0 0
4135-26"t':-, 0. w 0 0 0 0
Y-D
13A-4ocs 0,143 se 3.40 3.00 0 0 0 0 0 0 0 0
1 1DO 0.390 se 9.28 12.54 0 0 0 0 0 0 0 0
12B 597
0 550 sw -
2.31
A'.09
2.80
1721
1911
18
I'll",.O",.,,,,,,-O"-
T'K 1'8
I'll
2
Al
2
0
0
0 04A5-2om
0'!4b 1285, 23.32 i- 0 co 0 --0 4" 0, 0 0 o
13A-4ocs 0.143 sw 3.40 3.00 0 0 0 0 121 121 411 362
4A5-2om 0.550 sw 13.09 22.70 0 0 0 0 0 0 0 0
4135-2fm 0.540 sw 12.85 13.78 0 0 0 0 0 0 0 0
2B'-0 s'w" 77" 0.697 n-w 2.31 Z89 t 0 0 o b 0 0
L d 4A5-2om' 0.550 nw 1 b4 2224 b b b b N- , 0
13A-4ocs 0.143 nw 3.40 3.00 0 0 0 0 130 100 341 300
4A5-2om 0.550 nw 13.09 2224 0 0 0 0 30 0 393 667
4A5-26md nw 13.80 27.82 0 0 0 0 0 0
li"- 12C10sq, 'l 0ogi 217 1'.87 0 0 fv" 0k "
0
w 0T 01P Q-b, d
LLL'4-"'D 1'1 DO ':," ' 390, T: 9.28 0 0 A o 0 b o 4, 0 0
C 1613-30ad 0.032 0.76 1,78 282 282 215 502 176 176 64 313
F"' A 0 scpll9," b' 2 64 b62 0 0, 0 0 0
19C-19c= 0.049 0.40 0.32 6 6 2 2 0 0 0 0
S 1.180 28 '68 0.00 0 V 0 0 0 7 7,: b
N
A V
Z
7%
P
A .11,
a- 41, X"A'
A, r- _v, n "f
1---,U TL F
X71 UIIM-,' v
Y' ,
6 c) AED excursion 55 147
Envelope loss/gain 711 1154 2485 1998
12 a) Infillration 217 87 484 194
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 928 1241 2970 2192
Less external load 0 0 0 0
Lesstransfer b 0 0 0
Redistribution 141 245 0 0
14 Subtotal 1070 1487 2970 2192
15 Duct loads 16%1 509/61 171 737 1 50%1 473 1086
Total room load 1240 2223 3443 321fl78
Air required (cfm) 01 1031 0 1 22
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
2018-Nov-09 15:52:54
Rig1ht-Suite@ Unversal 2018 18.0.31 RSU1 6877 Page 2
MP PRINT\Lot 197 Barcelona C RHG Office - W.rup Cafe = MJ8 House faces: W
id L Job: Lot 197 Barcelona C RHG Offl
93- wrightsoft, Right-JO Worksheet
Date: 07/02/2017EntireHouse
B - LF/LM
One Stop Cooling and Heating Mn: RHG
7225 Sandscove Court, Winter Park, FL 32792 Phc)ne: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wvvw.OneStopCooling.com License: CAC032444
1 Room name GATH KIT
2 Exposed wall 32.0 ft 11.5 ft
3 Room height 9.3 ft heat/cool 9.31 ft heat/cool
4 Room dimensions 1.0 x 286.0 It 13.5 x 11.5 ft
5 Room area 286.0 tF 155.3 ft'
Ty Construction U-value or HTM Area OF) Load Area (ft2) Load
number Btuh4l2-0F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 W-- 1213-0sw 0.60 231 289 0 0 0 0-- 0
0.550 ne" 13'69 22'24 0 0 b A 0 0 0
13A-4ocs 0.143 ne 3.40 3.00 149 119 404 356 0 0 0 0
4A-5-2om 0.550 ne 13.09 2224 30 0 393 667 0 0 0 0
11 4135-2fin 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0
1 213-0sw 0.097 se"' 2.31 2.89 0 0 0' 0 I'_0 0 j J1,11, 0W,
I..' -Q 0.550-7 sea 3.09 21 911 0 b 0 x! 0 0 o 0 0
4135 2fm'" 0.540 se'' 1285 b-' 0 0 0 0 0 0
G 4 135 -2hh,:': A 2.85 22.72 0 7 'b 0 0 i--0 0
VL-D
40cs1113DAO 0.143 se 3.40 3.00 0 0 0 0 0 0 0 0
0.390 se 9.28 12.54 0 0 0 0 0 0 0 0
V
A
2B "b R o.667-,,
0,550 sw
31
3 09
2.8 9
2191
0
0
10
0
V-" b
0
b
0
7= f o
0
7` "b
0"
b
0
0
0
4135-2ft"`--, I I -- -y 0' .5 '40II l-'M 2.85 q:-21 2 0 70 0 0 0 0 0
13A-4ocs 0.143 s 3.4b 3.00 0 0 0 0. 107 1b7' 364 izu
4A5-2om 0.550 sw 13.09 22.70 0 0 0 0 0 0 0 0
4135-2fm 0.540 sw 13.78 0 0 0 0 0 0 0
V,- J-2-13-0 0.097
6.550
nw, 2.31 2.89
2
0
0
0 0
0
A' 0 0
0
G 4A6-2 om' nw 1 3 66 22 4 If 1"o lc , - 0 I - 0 0 a-0- 0 0
0.143 nw 3.40 3.00 149 85 289 254 0 0 0 0
tj13A-4ocs
4A5-2om 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0
G 4A5-2omd 0.580 nw 13.80 27.82 64 0 883 1780 0 0 0 0
R:'4-- 1 -2 C "0 s-W' 0 09"1' 0 b Z% A" 0 0 b
11W, n 9.' 1 54 0-- o 0 o 0 10
C 1613-30ad, 0.032 0.76 1.78 0 0 0 0 0 0 0 0
i 9A 067 -qC1o,`,'-:,' 50.29 4 k i' ' I .o d 77 0 b 4U"
F 19C-19cscp 0.049 0.40 0.32 0 0 0 0 0 0 0 0
F 22-A- jorn' 1.18o Ab8 2M 4,32, 899 b l 55
C,
v
V' X. P"! 0; J",
t
2 7 'jlf!
6 c) AED excursion 185 67,
Envelope loss/gain 2868 3242 687 253
12 a) Infiltration 449 180 161 65
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Appliances/other 0 1200
Subtotal (lines 6 to 13) 3317 3422 848 1518
Less e)dernal load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 479 319 439 191
14 Subtotal 3796 1288 1709
15 Ductloads 16% 500/0 605 1 54 16%1 50% 1 8347
Total room load 4402 5594 14931 2556
Air required (dm) 0 259 0 118
Cal cu I ati ons approved by ACCA to m eet al I requi rem ents of M an A J 8th Ed.
4- 2018-Nov-09 15:52.54
Right-Suiteg Unive rsal 2018 18.0.31 RSU 16877 Page 3
IMP PRINT\Lot 197 Barcelona C RHG Office - W.rLp Calc = MJ8 House faces: W
A.L Job: Lot 197 Barcelona C RHG Offi
91r wrightsoft, Rig ht-JO Worksheet Date: 07/02/2017
Entire House
B - LF/LM
One Stop Cooling and Heating Pran: RHG
7225 Sandscove Court,Winter Park, FL32792 Phc)ne: (407) 629-6920 Fax:(407)629-9307 Web: www.OrieStopCooling.com License: CAC032444
1 Room name BED/OFF1 wic
2 Exposed wall 10.0 It 5.0 It
3 Room height 9.3 ft heaV000l 9.3 ft heaV000l
4 Room dimensions 11.0 x 10.0 It 5.0 x 5.0 It
5 Room area 110.0 f12 25.0 ft2
Ty Construction U-value Or HTM Area (ft2) Load Area (ft?) Load
number Btuh4F-9 Btuh/ft2) or perimeter (ft) 13tuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 VE G
128 w'
2orn4A5 -0s 0.097 re
e,
2.31
4,: 13.09
2.89
2224
0
Z
0
0
0
0
0
0
o
0
0
0
0
0
1, , ,o
0
VL213A-4ocs 0.143 ne 3.40 3.00 93 78 265 234 47 47 158 139
4A5-2om 0.550 ne 13.09 2224 15 0 196 334 0 0 0 0
11 4135-2fm 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0
B-012 sw
4A5-2orrf-"'
0.097
0.550
Se-
se
1
13.09
8 9
1 91
0
0
0
0 0-
111
b
o
0
t, 0
0
0
0
o
0
0
0
4B&2fm,': ii, k-, ": :,, 0540 se, 1285 2197 0 0 0 j 0 0
4135-, 'Ir-,-, 1, 11 1 "1 . Di540'`S/6 55 I
0 0 0 I 0 0 b b 0
VL-D
13A-4ocs 0.143 se 3.40 3.00 0 0 0 0 0 0 0 0
1 1DO 0.390 se 9.28 12.54 0 0 0 0 0 0 0 0
Sw,
4M-26m---
9-
70.Q9
50
311
13.09
2.89
219
b
0
0
0
0
0
0
0 0
0
0
0
4135 -2trrO 0 - w 12.85 3.32 0 0 0 I M-oo 54 1 F 0 0
0
0
13A-4ocs 0.143 sw 8.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0.550 sw 13.09 22.70 0 0 0 0 0 0 0 0
4135-2fm 0.540 sw 12.85 13.78 0 0 0 0 0- 0,
0`7- 12 8- Osd-,,, 6- 0097", nw 2.31 2.89 0 0 0 0 0
6
o 0
y
0
0L,", -,,",G 4A-2om 550 Aw 13.09 O'k j" 0 0, 0 L--o A,
13A-4ocs 0.143 nw 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0
4A5-2omd 0.580 nw 13.80 27.82 0 0 0 0 0 0 0 0
R', LOsw . 0 691 2A 7 0 0-, 0 0 0 012
tibib-' , 6390 928 1 .54- Vo 0 b 0 0 0
C 16B-30ad 0.032 0.76 1.78 0 0 0 0 0 0 0
F7-- Z1qA-Qbsc:p , 3 0.295 2 .641, b 6 A AI& 0 O,,: o,,o b 75" 4,,,b
F 19C-19csco 0.049 0.40 0.32 0 0 0 0 0 0 0 0
Fl 22A-tpm,,- 1.180 28.08 0.00 10 81 0 25
v,
o
a'-,44-
j 04-
V, A101: 25,
71
4
6 c) AED exicursion 8 7
Envelope loss/gain 743 559 2991 132
12 a) Infiltration 140 56 70 28
b) Room ventilaton 0 0 0 0
13 Internal gains: Occupants @ 230 0 01 0 0
Applancias/other 0 0
Subtotal (lines 6 to 13) 883 6151 369 160
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistributon 365 269 0 0
14 Subtotal 1248 885 369 160
15 Ductloads 16% 0 199 438 16%1 50%1 59 79
Total room load 1448 13213 1 41Airrequired (cfm) 01 61--
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
fjfd- 2018-Nov-09 15:52:54
Rqft-Sute@ Universal 2018 18.0.31 RSU1 6877 Page 4
MP PRINT\Lot 197 Barcelona C RHG Office - W.rLp Calc = MJ8 House faces: W
11 .
r wrightsoft, Rig ht-J8 Worksheet Job: Lot 197 Barcelona C RHG Offl
Entire House Date: 07/02/2017
Bg LF/LM
One Stop Cooling and Heating P an: e RHG
7225 Sandscove Court, Winter Park, FIL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.0neStopCoolirig.com License: CAC032444
1 Room name HALL STR1
2 Exposed wall 0 It 7.5 ft
3 Room height 9.3 ft heat/ccol 9.3 ft heat/ccol
4 Room dimensions 1.0 x 44.0 ft 1.0 x 65.3 ft
5 Room area 44.0 ft2 65.3 W
Ty Construction U-value Or HTM Area OF) Load Area (ft2) Load
number Btuh/ft2- -F) Btih/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
H eat Cool Gross N/IPS Heat Cool Gross N/P/S Heat Cool
6 VL __X 4A5 -2om
13A-4ocs
550
0.143
w
ne
2. 3_1
1,3.09
3.40
280--,,
2224
3.00
0
0,
0
0
0
0
0
0
0
0
0
0
0
0
0
0
o
0
0
0
0
0
4A5-2om 0.550 ne 13.09 22.24 0 0 0 0 0 0 0 0
11 4135-2fm
4A5-
4bt572fm W
0.540
b.'697
0.550
aw
ne
F
so,
se,
12.85
2.S1
Zti". '3.09
612.85 '
I
23.69
2.89
9'1
21 -k4'102
0
0
0
0
I I- -, , " 0
0
0
O
b
0
0
0
4 0
0
0
A
0
0
0
0
0
0
0
0
0
0,
0
0,
0
0
0
0
Y,1" "o
0
0
Vd 13A-4ocs 0.1431 so 3.4C 3.001 0 0 0 00' 0 0
13A-4ocs 0.143 sw 3.40 3.00 0 0 0 0 70 70 237 209
4A5-2om 0.550 sw 13.09 22.70 0 0 0 0 0 0 0 0
0.540 sw 12.85 13.78 0 0 0 0 0 0 0
12B - 0sw riw 31 289 0 0 0 0 0 0, 0
4A5,26ni-! 0.550' n v q.69 2 .2 4 0 0 0 0 L-P 0 0
13A-4ocs 0.143 nw 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0
4A5-2omd 0.580 nw 13.80 27.82 0 0_' 0 0 0 0 0
12C-Osw 3,0' 09, 1 2.1'7 1,57- b 0 0' 0 4-11, o o 7' o
11 DO 390-- n 9.28 2.54 0
3i -
0 0 JU *"- , , " 4"o I'! -"-I 'o 0 b
16B-30ao 0.032 0.76 1.78 0 0 0 0 0[ 0 0
19A-0bsclo, 'a W" 2.64 k; 0 o, b n 01 n
n nAQ n Ar) n'19 r) n n n n n n
6 c) AED excursion 01 1 11
Envelope loss/gain 0 0 448 198
12 a) Infiltration 0 0 105 42
b) Roorriventilaton 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 0 01 553
1
240
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistributon 0 0 553 240
14 Subtotal 0 0 0 0
15 Duct loads 16%1 50%1 0 0 169/.j 50%. 0 01
Total room load I 1 01 01 0 0
Air required ( cfm) 0 0 1 01 01
Calculations approved by ACCA to meet al I requi rements of Manual J 8th Ed.
fj - i 2018-Nov-09 15:52:54
At&_.
t
Right -Suite@ Universal 2018 18.0.31 RSU1 6877 Page 5
MP PRINT\Lot 197 Barcelona C RHG Office - W.rup Calc = MJ8 House faces: W
r wrightsoft, Right-M Worksheet Job: Lot 197 Barcelona C RHG Offi
Entire House
Date: 07/02/2017
B - LF/LM
One Stop Cooling and Heating 2an: RHG
7225 Sandscove Court, Winter Park, FL 32792 PhDne: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopGoolir)g.com License: CAC032444
1 Room name BTH1 LAUN
2 Exposed wall 6.0 ft 3.0 ft
3 Room height 9.3 ft heaVoDol 9.3 ft heat/cool
4 Room dimensions 11.5 x 6.0 ft 1.0 x 86.5 ft
5 Room area 69.0 ft2 86.5 ft'
Ty Construction
number
U-value
BtuWOF)
Or HTM
Btuh/ft2)
Area (ft2)
or perimeter (ft)
Load
Btuh)
Area 02)
or perimeter (ft)
Load
13tuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 1 2B-Osw -MWR&
4M-26m
0 90 7
ne,
2.31
13.09
2.qg
2 24
0
0
0 0
0
0
0
io b
0 0
0
0
13A-4ocs 0.143 ne 3.40 3.00 56 52 176 155 0 0 a 0
11
4A5-2om
4135-21m
12B`0§`w""'
4M:26m':'
413!:
0.550
0.540
0.550:sel,
o
0.540
ne
ne
I
se'
13.09
12.85
L 13.09
Z'A 2 85
12.85
2224
23.69
2.89
21791
12 97
7 2,1-,,','
0
4
0
b
0
b
0
0
0
0
0
o
0
51
0
0
o
b
0
95
0
0
0
0
0
0
0
0
0
0
0
U,
0
0
0
0
0,
0
0
0
0
0
0
b
VV" G
13A-4ocs 0.143 se 3.40 3.00 0 0 0 0 0 0 0 0
T-D
w
1 1DO
4A5 2
13A-4ocs
0.390
0 097
0.550
6.b ib
0.143
se
sN-
sw
9.28
13.09
12.85
3.40
12.54
21 91
23 32-
3.00
0
0'
S
0
0
0
0
0
0
0
0
0
0
0
o
0
0
0
0
k, -4
b
0
28
0
0
24
0
o
0
81
0
0
0
0
72
4A5-2om 0.550 sw 13.09 22.70 0 0 0 0 0 0 0 0
L--G
w
4135-2frn
4A5-2om--
13A-4ocs
0.540
0.143
sw
nw
nw
nw
12.85
2.31
13.09
3.40
13.78
2.8-9
22 24,,,:
3.00
0
0
0
0
0
0
0
0
0
E 0
0,
0
0
o
0
0
4
0
0
4
0
0
51
0
0
0
0
4A5-2om 0.550 nw 13.09 22.24 0 0 0 0 0 0 0 0
I
D,
C
F
4A5-2omd
12COsw;,
1166'
1613-30ad
1 9A-,"Obs(p,
19C-19csm
0.580
X 6.091
0 3'
EQ32
0.295
0.049
nw 13.80
2.:17
9 .28
0.76
f,Z6-- 4,-
0.40
27.82
157
W'12.54
1.78
2.'06
0.321
0
107
i,)"'Ut'o
0
b
0
0
07,
0
0jI001
0
232
4"! 0
0
0
0
0
v '-168
V-.v,, -_0
0
001,
0
21
0
w"
0
0:
L, 21
0
01
0
V oi,,l 98
0
0
0
26 7
0
IJO
0
61 c) AED excursion 10 1
Envelope loss/gain 628 408 580 515
12 a) Infiltration 84 34 42 17
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Appliances/other 01 500
Subtotal (lines 6 to 13) 712 442 622 1031
Less external load 0 0 0 0
Less transter 0 0 0 0
Redistribution 0 0 847 623
14 Subtotal 712 442 1469 1655
15 Duct loads 16% 50% 114 219 16% 50% 2 820
Total room load 826 660 1703 2475
Air required (cm) 01 31 114
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
2018-Nov-09 15:52:54
RigN-SuiteB Universal 2018 18.0.31 FSUI 6877 Page 6
IMP PRINT\Lot 197 Barcelona C RHG Office - Krup Calc = MJ8 House faces: W
rL Job: Lot 197 Barcelona C RHG Offi
rF wrightsoft, Right-JO Worksheet
Date: 07/02/2017
Entire House
Bg LF/LM
2OneStopCoolingandHeatingPan: RHG
7225 Sandscove Court, Winter Park, FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCoolir)g.com License: CAC032444
1 Room name MBED MTOI
2 E)posedvQll 46.0 ft 3.5 ft
3 Room height 9.0 It heat/000l 9.0 It heat/cool
4 Roomclimensions 1.0 x 320.3 ft 3.5 x 5.5 ft
5 Room area 320.3 It' 19.3 ft'
Ty Construdon U-value or HTM Area (ft2) Load Area 01) Load
number Btuh/11 09 Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
H eat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 1"2'-B---0sw
4A5 26fti
0'.097 6e
ne
31' 8'9
224
149
36
119
0---
274
393
342
1 -,--667
0
0
U---
0 0
o
13A-4ocs 0.143 ne 3.40 3.00 0 0 0 0 0 0 0 0
G 4A5-2om 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0
11 G 4135-2frn
m
BF,2fm",
0.540
0.097
0.550
ow,
0.540
ne
se
se
se
12.85
P i
13.09
12.85
2.85
23.69
289
21.91
21.97
22.72
0
h' ;'o
0
6
0
0
0
0
0
0
am 0
0
0
0
0
0
0
0
J'
0
Fo
o
0
g 0
V1w 0
0
E.o
0
o
0
0
0,
q 1 0
VL-D
13A-4ocs 0.143 se 3.40 3.00 0 0 0 0 0 0 0 0
G,
VL213A-4ocs
1 1DO
4A&2- Vwi""
4R572ffn-,
0.390
0097
0'550
V '0.540
0.143
se
sk
svv
9.28
31-
37'09
1 2.85
3.40
12.54
21.9
23.32
3.00
0
l 17
0-0
0
0
0
117
0
N"""o
0
0
270
o
0
0
3W
0
0
0
0
0
v-ojW'M".4v'
0
0
0
4,0TV
0
0
0
0
0
0
J:p 1, -, 0z
0
4A5-2om 0.550 sw 13.09 22.70 0 0 0 0 0 0 0 0
V
G
4B5-2frn
1 213-0s'-w`
AA5,2om,
0.540
0097
O' 50
sw
nw
nw
12.85
2.31
I ):-s A 3 09
13.78
892,
22241
0
T 149
3b
0
1 --1 9
b
0
04
393
0
342
667
0
32
A,, - 0
0
2"-
0"
0
72 1
o
0
1
0
13A-4ocs E1431 nw 3 40 3.00 01 0 0, 0 0 0 0 0
4A5-2om 0.5501 nw 1 13.09 22.24 0 0 0 0 0 0
4A5-2omd 0.5801 nw 1 13.80 27.1 0 0 0 0 0 0
0.40
61 c) AED excursion 1 150 1 1 -6
Envelope loss/gain 2163 3023 87 119
12 a) Infiltraton 625 250 481 19
b) Room ventlation 0 0 0 0
13 Internal gains: Oocupants @ 230 2 460 0 01Appliance,,Vother 0 0
Subtotal (lines 6 to 13) 1 2788 3734 1351 138
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistributfon 0 0 0
14 Subtotal 2788 3734 135 138
15 Ductloads 16% 50% 444 1850 16% 501/6 22 68
Total room load 3233 5584 156 207
Air required (cfrn) 0 258 0 10
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2018-Nov-09 15:52:54
1 -
1. Right-Sute@ Universal 2018 18.0.31 RSU1 6877 Page 7
4cc-pl IMP PRINT\Lot 197 Barcelona C RHG Office - W.rup Calc = MJ8 House faces: W
d 1. Job: Lot 197 Barcelona C RHG Offi
rF wrightsoft, Right-M Worksheet
Date: 07/02/2017
Entire House -
LF/LM
One Stop Cooling and Heating BP n: RHG
7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.com License: CAC032444
I Room name MBTH IMIC
2 Exposed wall 21.5 It 8.0 ft
3 Room height 9.0 It heaVcool 9.0 It heaVoDol
4 Room dimensions 1.0 x 136.0 It 10.5 x 8.0 ft
5 Room area 136.0 1112 84.0 ft2
Ty Construction U-value Or HTM Area (ft) Load Area (ft2) Load
number Btuht--F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 213-,0swI,
4A5 2om
0.097
0.550
ne
ne
2.31
13.0 9
2 89
22724
O
0 0
4v', b
0
0
0
72
0
2
0
1 6
O
Ij 2b8
0
13A-4ocs 0.143 ne 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0.550 ne 13.09 22.24 0 0 0 0 0 0 0 0
11 4135-2frn 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0
V)w, 1213-6-""-,
4,W2om
A,",O.097`11,1 sel
0.550
0.540
0. 540
se',
se
se-
13.09
12 85
1 2.85
7289
21. 91
2 1'97
22.72
0zMr- ' ' ;t '
0"'
0
0
0
0-
0
0
0
0
0
0
0"''
0
0
0
0
O
0
0
b
0
0
0
0
0
0
C- J.
I-D
13A-4o cs 0.143 se 3.40 3.00 0 0 0 0 0 0 0 0
L:2
1 1 DO
4A5'2
AB
om
13A-4ocs
0.390
0,097
0.550
Q.54O,,:,,sw
0.143
se
9N
sw
9.28
2 3i
13:09
2.85
3.40
12.54
2.6b
1.91
23.3 2
3.00
0
1 04i"
15
it" 0
0
0
T''89
1
0
0
0
204
91 6
0
0
0
255
7329
0
0
0
0
0
0
0
0
U
0
0
0
0
0
b
0
0
0
4A5-2om 0.550 sw 13.09 22.70 0 0 0 0 0 0 0 0
Vw
4135-2trn
12B -'O-s-w
4M 2om--,,,,"
0.540
10.097
sw
rw"
nw'
12.85
23 1
3.09
13.78
2.89
0
Y 4'-!i'go'
0
0
so
0
0
20 8
0
0
t,-260
0
0
0
0
0
0
0
O
0
0
13A-4ocs 0.143 nw 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0
L -"---'D
C
4A5-2omd
12C-Osw7, 1 DO
1613-30ad
1`9A-'Obscp"'-
0.580
W" 0.091
0.390
0.032
295
nw
n
13.80
217
0.76
27.82
S
12.54
1.78
e-2.06
0
TO
A'
136
0
0
0
0
136
0
0
104
0
0
O
0
242
0
0
0
z4'', 0
84
0
0
yb
84
0
0
64
A
0
0
150
F
Ff ------
19C-19=
2 A- Mtp
0.049
180
0.40
28.08
0.32
VDW-'
0
0
0 0 0
c: 0
0
0
0 0 0
2% A'
77,77a
nt
R",
7'
y
X
M' :j
q-
ki
2n';
M, 0 6
6 c) AED excursion 65 17
Envelope loss/gain 712 1151 2301 340
12 a) Infiltration 292 117 109 44
b) Room ventilation 0 0 0 0.
13 Internal gains: Occupants@ 230 0 0 0 0
Appliances/other 0 6
Subtotal (lines 6 to 13) 1004 1268 339 384
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistributon 187 317 0 0
14 Subtotal 1191 1585 339 384
Ductloads 16% 50% 190 786 16% 50% 54 1901
Total room load 13811 23711 393 574
Air required (cfm) 0 110 0 27
Calculations approved byACCAto meetall requirements of Manual J 8th Ed.
ri- 2018-Nov-09 15:52:54
Right-Suite(D Uriversal 2018 18.0.31 RSU1 6877 Page 8
MP PRINT\Lot 197 Barcelona C RHG Office - Krup Calc= MJ8 House faces: W
dj- wrightsoft, Right-JO WorksheetrF
Job: Lot 197 Barcelona C RHIG Offi
Entire House
Date: 07/02/2017
BP LF/LM
One Stop Cooling and Heating a n: RHG
1 Room name BED3
2 Exposed wall ft 27.0 ft
3 Room height 9.0 It heaV000l 9.0 it heat/cool
4 Room dimensions 3.5 x 5.5 ft 1.0 x 139.3 ft
5 Room area 19.3 it' 139.3 ft'
Ty Con&uction U-value Or HTM Area (ft2) Load Area (ft) Load
number Btuh/ft OF) Btuh4l2) or perimeter (ft) 13tuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 V
4A5-2om,'
0".09'7 ne 31 2.89 0 0 b i'2"6 1 6, 2 291 364
G 0.550 ne,, 1 M 9 2224 0 0 V -0 w 0 0 01
13A-4ocs 0.143 ne 3.40 3.00 0 0 0 0 0 0 0 0
T-:GG 4A5-2om 0.550 ne 13.09 22.24 0 0 0 0 0 0 0 0
11 4135-2fm 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0
1213-0sw,,,
4A5726m,,,
01.097
0 5 5b
7 se 2.S!
13'.0'9
2M
21'.9'l' 1 0
0
0-
0
0
0
d-o
0
99
15
1 84 1§4
1, 96
242
J 329G
G 4135-2fm' 0.540 12.85 21.97 0 0 01" 0 0
4135 -2frn U W, 12.85, 22.72 A 0 0 71 0 0, I "', 0 0, Q
t-D
3A-4ocs111DO 0.143 se 3.40 3.00 0 0 0 0 0 0 0 0
0.390 se 928 12.54 0 0 0 0 0 0 0 0
G 4A
097
0.550
sw
svv-
4 31
3.09 21.91
0
0
Cl:,,"-,:,o
0 0
0
b
i8
b
18
0 0
2
0
G 4 b540 S' w 12.85 23.32 0 0 0 0 Co o
13A-4ocs 0.143 sw 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0.550 sw 13.09 22.70 0 0 0 0 0 0 0 0
G 4135-2frn 0.540 sw 12.85 13.78 0 0 0 0 0 0 0 0
A 213-0s v O 07 n\v 7"R`-Z 89 0 h, b 0 0 0 0 b
L, -"G 4A5726m,,,,,, f'O.550 nw 3:09 2224 0 1k:o'0 0 0 0
13A-4ocs 0.143 nw 3.40 3.00 0 0 0 0 0 0 0 0
T-::G 4A5-2om 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0
G 4A5-2omd 0.580 nw 13.80 27.82 0 0 0 0 0 0
P 12C -Osw,: 0091 2-17
18
1'57 6, 0 O 0 0 o 0 9',4 ", 0 0
L42b-, 111610,-Icl- J 7"
10.390 9.2 12.54 M 0 0 0 0 0 0 0
C 1613-30ad 0.032 0.76 1.78 19 19 15 34 139 69 106 248
ALL' Sep 0.g 264 2.66 0 0 b 0 W, b
F 19C-19c= 0.049 0.40 0 0 0 0 85 85 34 27
28.08
0.32
6 W0 Q 0 N, o b 0 7F 7 iF 19
7, K,
iQ
U,
H
p-, P W R
ri,7
k MMIL 0
6 c) AED excursion 32
Envelope loss/gain 15 33 863 1293
12 a) Infiltration 0 0 367 147
b) Room ventilation 0 0 0. 0
13 Internal gains: Occupants @ 230 0 0 1 230
Appliances/other 0 0
Subtotal (lines 6 to 13) 15 33 1230 1670
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 15 33 11
14 Subtotal 0 0 123 1681
15 Ductloads 16%1 50%1 0 0 16%1 50% 197 833
Total room load 0 0 1432 2514
Air required (cfm) 01 0 0 11 6
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2018-Nov-09 15:52:54
Right-SuitegUnversal 2018 18.0.31 RSU1 6877 Page 9
MP PRINT\Lot 197 Barcelona C RHG Office - Krup Cale = MJ8 House faces: W
J- Job: Lot 197 Barcelona C RHG Offi
1+ wrightsoft, Right-JO Worksheet
Date: 07/02/2017EntireHouse
M: LF/LM
2OneStopCoolingandHeatingPan: RHG
7225 Sandscove Court, Wirter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.0neStopCooling.com License: CAC032444
1 Room name BTH3 T013
2 Exposed wall 5.0 ft 15.5 ft
3 Room height 9.0 ft heaVoDol 9.0 It heal/cool
4 Room dimensions 5.5 x 5.5 ft 6.0 x 7.5 ft
5 Room area 30.3 ft2 45.0 ft2
Ty Construction U-value Or HTM Area 011) Load Area (ft2) Load
number Btuh4V-0F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btih)
H eat Cool Gross N/P/S Heat Cool Gross N/F/S Heat Cool
6 V
G
I 231 2 -89 i10 0 0 0`0 N,18 J8 82
4A5 -2 0.550 ne_ 1309 2 224 0 0 0 4 b2 D 0
13A-4ocs 0.143 ne 3.40 3.00 0 0 0 0 0 0 0 0
1
4A5-2om 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0
1 0.540 ne 12.85 23.69 0 0 0 0- 0 0 0 04!35-2fm__
1
4A5- 26
0 097
0.550
6'
s6;,
2.31",
3b9
99
k"_ 21'.91
45
0
j: 9
04
90',
0
113
0
54 48
j, 0
111-
io
39
0
4135 -2fm se, 12.85 21;97 0 0 b 0 0 0 0
413E 21`r 0.!* e, 12.85 22.72- 6 1 1 77 136 T7 1 36
Y-D
13A-4ocs 0.143 se 3.40 3.00 0 0 0 0 0 0 0 0
1 1DO 0.390 se 9.28 12.54 0 0 0 0 0 0 0 0
2B-
A45-2--
b.097
0 550
Sv
sw 13.0,1
2 89
1'91
0 0
0
b pi' 0 68
0
N 18
0
105
0
pi
sWi% ii, A 'l 2. _5 432 r,, O 0_ b o x -'"'o 0
13A-4ocs 0.143 sw 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0.550 sw 13.09 22.70 0 0 0 0 0 0 0 0
0.540 sw 12.85 13.78 0 0 0 0 0 0 0 04_B5-2frn
T ..... .. 1260 31 2 89
2 4
0 0 0 0 b 0 01
4M-26mr,",-1 0.5501 nw, 09 0, 0 b 0
13A-4ocs 0.143 nw 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0.550 nw 13.09 22.24 0 0 0 0 0 0 0 0
4A5-2omd 0.580 nw 13.80 27.82 0 0 0 0 0 0 0 0
0.091 217 9 - 157 0 b 0 b 0 A' 0, Pt"W 0
lbo, IN,—: 0.390 n 12 .54 0 a 0 0 4 0 0 o Af '0 0
C 16B-30ad 0.032 0.76 1.78 30 30 23 54 45 45 34 80
r, 1 5A-'Obs, 0. 295 2.06 1 T 'r, f ,, 0 T o 0 X'_ :,,'-_ 6 Ab
F 19C-119pscp 0.049 0.40 0.32 30 30 12 10 45 45 18 14
1180 2 .088 bbb 0 N
M
7,
4 V t
V,
4
V"
A: -
A'
P, U,
kz5 z i
6 c) AED excur§on 47 31
Envelope loss/gain 202 359 438 647
12 a) Infiltration 68 27 211 84
b) Room ventilation 0 0 0. 0
13 Internal gains: Oowpants @ 230 0 0 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 270 386 648 732
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0
14 Subtotal 270 386 648 732
15 Ductloads 16%1 50%1 43 191 16%] 50%1 103 363
Total room load I 3131 578 752 1094
Air required (cm) 0 27 01 51_
Calculations approved byACCAto Meetall requirements of Manual J 8th Ed.
F 1- i 2018-Nov-09 15.52:54
1: 1.1-1-- Rigli-SuiteOUNversal 2018 18.0.31 RSU1 6877 Page 10
40C_-K MP PRINTLot 197 Barcelona C RHG Offire -W.rLp CaIc=W8 Housefaces:W
j . Job: Lot 197 Barcelona C RHG Offi
Fjd- wrightsoft, Rig ht-J@ Worksheet Date: 07/02/2017
Entire House
Bg: LF/LM
One Stop Cooling and Heating P an: RHG
7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wvvw.OrieStopCooling.com License: CAC032444
1 Room name STR2 BED 2
2
3
Exposed wall
Room height
7.0 ft
9.0 ft heat/cool
19.5 It
9.0 ft heat/oDol
4
5
Room dimensions
Room area
13.5 x 7.0 ft
94.5 ft'
1.0 x 144.0 It
144.0 ft2
Ty Construcion
number
U-value
Btuh/ft2--F)
Or HTM
Btuh/ft2)
Area (ft2)
or perimeter (ft)
Load
Btuh)
Area (ft2)
or perimeter (ft)
Load
Btuh)
H eat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6
11
12 0sw,
4A,
13A-4ocs
4A5-2om
4B5-2fm
B' 12 -05w
4135-2frn -
1: . . . .. ......
413572fm.'
13A-40cs
11DO
A5:2 " fk- 4 qm
4B5-2fni -
3A-4ocs
4A5-2om
4B5-2fm
112 13716.,
4A5 -2om-
13A-4ocs
4A5-2om
4AS-Pornd
0 097
05 50
0.143
0.550
0.540
A097
0.550
I", , x' I0540
0.143
0.390
0097
b.55o
0.540
0. 143
0.550
0.540
0. 00
0.5501
0.143
500.5 0
0.580
nel
ne
ne
ne
ne
L §e
se, I'll",
se,
se
se
se
sws,
j3W
sw
sw
9N
nw
nw
311
13.09
3.40
13.09
12.85
2 31
13. 09
I ''1",
I 1 285
2.85
3.40
9.28
2.3f
13.09
1285
3.40
13.09
12.85
31
13.09
340
13:09
13.80
2.89
2224
3.00
2224
23.69
289
2191
6
2272
3.00
12.54
21-91
3.00
22.70
13.78
2 89
2224
3.00
2 224
27.0'
0
A" 0
0
0
0
0
0
0
0
0
63
011
0
0
0
0
0
0
0
0
1 -.1-11- 0 0
0
0
0
0
C 6
0'
0
0
0
46
1
0
0
0
0
0
0
0
0
5- ' 1 11 0
01
0
0
0
0
0
0
0
0
193
0
0
0
o
1
0R'
0
0
0
10'' I -
0
0
0
Z" 0
0
0
0
0
0
0
0
6! 'o
0
0
0
11 0
0
0
0
0
72
y' 0
0
0
0
164
sJ 0
0
0
0
b
0
0
11 1 1 0
0
0
0
68
0
1
0
0
0
0
0
0
0
0
0
0
0
0
1157
0
51
0
0
0
7`r'N!'7'04
0
0
0
4 0
0
0
0
0
o
0
0
0
0
96
0
T`88
0
0
5
o
0
0
0
0
4"," 0
0
0
0
V
G
Y-D
VL 1
T
61 c) AED excursion 1 105 1 1 14
Envelope loss/gain 376 761 750 1163
12 a) Infiltraton 95 38 265 106
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 1 230
Appliances/other 0 0
Subtotal (lines 6 to 13) 471 7991 1015 1499
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 471 799 152 259
14 Subtotal 0 0 1168 1758
15 Ductloads 16% 50./. 0 0 16%1 50-/.j Idol 871
Total room load 0 0 1354 2629
Air required (cfm) of 21- 0 121
Calculations approved byACCAto meot all requirements of Manual J 8th Ed.
Fi- 2018-Nov-09 15:52:54
Q Rigft-Suiteg Universal 2018 18.0.31 RSU1 6877 Page 11Z5KAC
MP PRINT\Lot 197 Barcelona C RHG Office - W.rL;) Calc = MJ8 House faces: W
wrightsofte Duct System Summary Job: Lot 197 Barcelona C RHG
Date: 07/02/2017
Entire House By. LF/LM
One Stop Cooling and Heating
Plan: RHG
7225 Sandscove court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: www.0neStopCooling.com License: CAC032444
V 41, A5
R, ME &V
I Vtv;j
MM
For: Park Square Homes
FL
External static pressure
Pressure losses
Available static pressure
Supply/ return available pressure
Lowest friction rate
Actual air flow
Total effective length (TEL)
Heating
0.50 in H20
0.16 in H20
0.34 in H20
0.170 /0.170 in H20
0.120 i n/1 00ft
0 cfm
284
Cooling
0.50 in H20
0.16 in H20
0.34 in H20
0.170 /0.170 in H20
0.120 i n/1 00ft
1567 cfm
Name
Design
Btuh)
Htg
cfm)
Clg
cfm)
Design
FIR
Diam
in)
HxW
in)
Duct
Matl
Actual!
Ln (ft)
Ftg.Eqv
Ln (ft) Trunk
BED2 c 2629 0 121 0.170 7.0 Ox 0 VlFx 29.9 170.0 st6
BED/OFFI c 1323 0 61 0.168 6.0 Ox 0 V1 Fx 27.4 175.0 st2
BED3 c 2514 0 116 0.188 6.0 Ox 0 VlFx 30.7 150.0 st4
BTH1 C 660 0 31 0.185 4.0 Ox 0 V1 Fx 18.9 165.0 st2
BTH3 c 578 0 27 0.178 4.0 Ox 0 V1 Fx 20.9 170.0 st6
DIN C 3278 0 152 0.120 7.0 Ox 0 V1 Fx 73.8 210-.0 st3
GATH c 2797 0 129 0.135 7.0 Ox 0 VlFx 51.8 200.0 st3
GATH-A c 2797 0 129 0.141 7.0 Ox 0 Vl Fx 46.3 195.0 st3
KIT c 2556 0 118 0.120 7.0 Ox 0 M Fx 72.8 210.0 st3
LAUN c 2475 0 114 0.185 6.0 Ox 0 AFx 24.0 160.0 st2
LOFF c 2223 0 103 0.168 6.0 Ox 0 AFx 42.0 160.0 st5
MBED-A c 5584 0 258 0.170 9.0 Ox 0 VlFx 35.5 165.0 st5
MBTH c 2371 0 110 0.172 6.0 Ox 0 M Fx 33.0 165.0 st5
MToI c 207 0 10 0.182 4.0 Ox 0 A Fx 31.4 155.0 st5
MWIC C 574 0 27 0.170 4.0 Ox 0 VlFx 34.9 165.0 st5
T013 c 1094 0 51 0.177 4.0 Ox 0 A Fx 22.4 170.0 st6
WIC C 240
1
0
1
11 0.182 4.0 Ox 0 11 Fx 21.5 165.0 st2
wrightsoft,
Rigli-SLiteO Uriversal 2018 18.0.31 RSU1 6877
AC(>, ...MP PRINT\Lot 197 Barcelona C RHG Offire - W.rLp Calc = MJ8 House faces: W
2018-Nov-09 15:52:55
Page 1
VW, - - --
knnKLRetaiI, Pj b eIWOO
Name
Trunk
Type
Htg
Cfm)
CIg
Cfm)
Design
FR
Veloc
fpm)
Diarn
in)
HxW
in)
Duct
Material Trunk
st2 PeakAVF 0 745 0.120 697 14.0 0 x 0 VinIFIx sti
st4 PeakAVF 0 821 0.168 768 14.0 0 x 0 VinIFIx sti
st5 PeakAVF 0 506 0.168 645 12.0 0 x 0 VinIFIx st4
sti PeakAVF 0 1567 0.120 887 18.0 0 x 0 VinIFIx
st3 PeakAVF 0 528 0.120 672 12.0 0 x 0 VinIFlx st2
st6 PeakAVF 0 199 0.170 364 10.0 0 x 0 VinIFIx st4
I ! Ii, I 1 11 ,
I I '' ''M I,
LFTY-ii6 1 el, ii 11MANWHANWIN 1 R-AW=
Name
Grille
Size (in)
Htg
cfrn)
Cig
cfm)
TEL
ft)
Design
FR
Veloc
fpm)
Diam
in)
HxW
in)
Stud/Joist
Opening (in)
Duct
Mal Trunk
rbl Ox 0 0 1567 0 0 0 0 Ox 0 AFx
wrightsoft,
2018-Nov-09 15:52:55
Righ-Suite(9 Unversal 2018 18.0.31 RSU1 6877 Page 2
ACCA MP PRINTIot 197 Barcelona C RHG Office - W.rLp Calc = MA HoLrse faces: W
Static Pressure and Friction Rate Job: Lot 197 Barcelona C RHG
wrightsoft, Date: 07/02/2017
Entire House By. LF/LM
One Stop Cooling and Heating
Plan: RHG
7225 Sardsoove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: www.OreStopCoolirg.com Licerse: CAC032444
For: Park Square Homes
FL
whiVU4
Heating Cooling
in H20) in H20)
External static pressure 0.50 0.50
Pressure losses
Coil 0 0
Heat exchanger 0 0
Supply diffusers 0.03 0.03
Return grilles 0.03 0.03
Filter 0.10 0.10
Humidifier 0 0
Balancing damper 0 0
Other device 0 0
Available static pressure 0.34 0.34
Supply Return
ft) ft)
Measured length of run -out 29 0
Measured length of trunk 45 0
Equivalent length of fittings 210 0
Total length 284 0
Total effective length 284
Supply Ducts
Return Ducts
N'RY "'15 -"FXA -2 1-
Heating
i n/1 00ft)
0.120 OK
0.120 OK
Cooling
i n/1 00ft)
0.120 OK
0.120 OK
ww4j'g. w'.
0 n
Supply 4X=35, 11 A=20, 11 G=5, 11 G=5, 11 G=5, 11 G=5, 11 A=20, 11 J=1 5, 11 G=5, 11 G=5, 11 G=5, 11 M =20, USR1 65:
Total EL=21 0
Return TotalEL=O
wrightsoft, 2018-Nov-09 15:52:55
Righ-Suite@Ur versal20l8l8.0.31RSU16877 Page 1
ACACk MP PRINTIot 197 Barcelona C RHG Office - W.rLp Calc = MA HoLze faoes: W
D
IOX8
152 cfm
EF1 = 50 CFM Fan
EF2 = 80 CFM Fan
EF3 = 110 CFM Fan
EFL1 = 50 CFM Fan
EFL2 = 80 CFM Fan
EFL3 110 CFM Fan
VTR Vent to Roof
VFW = Vent to Wall
DV = Dryer Venf
RV = Range Vent
Lineset Chase
Condensate —
Thermostat 18/8
SRB = Small Reduction Box
LRB = Large Reduction Box
FBB = Field Built Box
Job M Barcelona C RHG Office
Performed by LF/LM for:
Park Square Homes
FIL
7"
Level I
FBB3
7'
1OX10-2
NY19 cfm
118,
GATH
fm KA 7 "11OX8IT
129 cfm
1OX10
1OX10-2
91,
1OX6 1OX10
STRI
61 cfm I
BED/ I
6' 12" 8X4
11 cfm
FOY
1OX6 Sup Riser
114 cfrn 4 14
6"
4"
L
DV VTR
LAUN
11 cfrn
8X4
EF1 VrR
Lai
A/C-1: 4 ' 0 TON
16.0 SEER H.P.
GARAGE
One Stop Cooling and Heating
7225 Sandscove Court
Winter Park, FL 32792
Phone: (407) 629 - 6920 Fax: (407) 629 - 9307
www.OneStopCooling.com
Scale: 1 :94
Page 1
Right -Suite@ Universal 2018
18.0.31 RSU21856
2018-Nov-01 M05:49
Level 2
EF1 VTR
OF
91,
8X4 MTOI 4" SRB2
10 drin
EF1 VTR
l0X6 16 6
lloctl
MBTH
14
12"
STR2
12x 12 12x 12
121 cftn 12'.
IOX8 7" LRB1 j
Zone Damper 1 - 14' p
Zone Damper2 -14" BED 2 10, 14 "'
18"
Bypass Damper- 12"
EF1 = 50 CFM Fan
EF2 = 80 CFM Fan
EF3 = 110 CFM Fan
EFLI = 50 CFM Fan
EFL2 = 80 CFM Fan
EFI-3 110 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
Job #: Barcelona C RHG Office
Performed by LFA-M for:
Park Square Homes
FIL
MBED
12XI2-1
258 ctrin
4" 8X4
27 cfm
MWIC
16x 16
l0X6
6 103 ctn
LOFT
Sup Riser
14"
6"
I
IS"'B —\ 11OX6
4 14"lox,o '
16 cfm17lox10
EFI VTR
3 15E 7 chn
IE BT' OX18
X 27 cfrn
8X4
51 CfM BED3
T013
One Stop Cooling and Heating
7225 Sandscove Court
Winter Park, FL 32792
Phone: (407) 629 - 6920 Fax: (407) 629 - 9307
www.OneStopCooling.com
Scale: 1: 94
Page 2
Right -Suite@ Universal 2018
18.0.31 RSU21856
2018-Nov-01 09:05:49
4y'tl&
L om-
Ize I
RECORD COPY
G , ri-fl-11,
5
NNo
CDPD
J k
Ucopm copy
Filename: PARK SQ BARCELONA.rrr
Lighting and Small Appliance/Laundry Circuits
Floor Area SmAppNo LaundNo Line Neutral
2392 2 1
Lighting Summary Standard 6,037 6,037
Optional 11,676 6,037
5-2-
Ranges & Ovens
BU/4,0RangeNo. No? Nameplate Line Neutral z
8000
2 0 0
3 0 0
Range/,Oven Summary Standard 6,400 4,480
Optional 8,000 4,480
7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Dryers
Dryer No. No? Nameplate Line Neutral
1 1 5000
0
3 0
Dryer Summary Standard 5,000 3,500
Optional 5,000 3,500
Heating and Cooling: Actual Number = I
Name M? Ph No Amps Volts VA HP Line Neutril
1 M 1 1 27.0 240 6,480 0
M 1 1 2.0 240 480 0
M 1 1 5.0 240 1,200 10
1 1 1 27 240 1 6,480 0
Reat/Cool Summary Standard 14,640 0
Optional 14,640 0
Fixed Appliances: Actual Number = 6
Name M? Ph No Amps Volts VA HP L ine Neutral
DISP 1 1 120 600 600 600
DISH 1 1 120 1200 1,200 1,200
MICRO 1 1 120 1200 1,200 1,200
WATER HEATER 1 1 18.5 240 4,440 0
OPT POOL 1 1 10 240 2,400 0
OPT POOL HEAT 1 1 31 240 7,440 0
Fixed Appliance Summar y Standard 12,960 2,250
Other'Appliances: Actual Number 0
Optional 17,280 2,250
Name M? Ph No .-Amps Volts VA HP Line Neutral
Other Appliance Summary Standard 0 0
Optional 0 0
25-0. of Max Motor:
Line is Std Only; Neutral for Both
maximum Phase Amps Volts
27 240
Heat/Cool Phase Amps Volts
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
Optional Line Neutral
Total Total 37,422 16,267
maximum Amperage 156 68
Service Voltage = 240 Service Phase = I
DESCRIPTION -AS FURNISHED: Lot 197, WYNDHAM PRESERVE, as recorded in Plot Book 81, Pages 93
through 102 of the Public Records of Seminole County, Florida.
PLOT PLAN FORICERTIFIED TO: Park Square Enterprises, LLC (a Delaware rC'Urp;:ra tip'n),;- -
v,
Winderweedle, Haines, Ward & Woodman, FfA', Attorneys
Insurance Fund; Bank of America
DEC 1 2
LOT 203 LOT 202 LOT 201
S 00016'57" E X
60. 00'
Ok to construct single family home
LOT 197 with setbacks and impervious area
24.50' 24.80'
shown on plan. Awce 10A4 -C z-
3 Artje.. ittjH, 17, (01t i5lz'
15.00' - 15.00'
14. 0'
LANAI
16.0'
15.00'
PROPOSED RESIDENCE Q02392-BARCELONA-C
2 CAR GARAGE RIGHT
LOT 198
LOT 196 LO
Q)
z),
COV'D.
OD ENTRY
ECORD 15.00'
8.0'
Copj,.
3.0'x4.0'- 11.00'
AC
15.00'
22.0' 1 15.00'
16'
WAL DRIVE
25.20 25.20
10' UTIL ESMT.
5' CONC, WALK
S 00016'57 =E
60. 00' ---
17, --n
SETBACKS AS FURNISHED I
FRONT 25'(-) NIGHT HERON DRIVE
REAR 20'
SIDE 5' (40' LOT) 50' PRIVATE RIW)
7.5' (60' LOT)
10' (75' LOT)
SIDE STREET 25' (60' & 75' LOT)
15' (40' LOT)
25' FRONT SETBACK CAN. BE REDUCED
TO 20' ON CERTAIN LOTS. NO MORE THAN PLOT PLAN ONLY
2) IN SUCCESSION AT 20' AND A MINIMUM PLOT PLAN AREA CALCULATIONS NOT A SURVEY
OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 6,900' SQUARE FEET
PROPOSED = FINSHED SPOT GRADE ELEVATIONS FLATWORK ONIOFF LOT = TOTAL ± SQUARE FEET FLATWORK
PER DRAINAGE PLANS DRIVE 403111 O= 513 ± SQUARE FEET FOUNOATIONIPAD 1,641 ± SQUARE FEET
PROPOSED DRAINAGE FLOW WALKS 691300= 369 ± -SQUARE FEET REAR PATIO 117 ± SQUARE FEET
FRONT PORCH DECK 99 SQUARE FEETLOTGRADINGTYPEA41/
SOD 4,5601250 = 4,8 10 ± SQUARE FEET POOL DECK NIA ± SQUARE FEET
PROPOSED F.F. PER PLANS = 23, 1' NOTE: FRONT SIDEWALK AND STREET LOCATION TAKEN FROM ILANS PROVIDED BY CLIENT NOT FIELD VERnEO
CRUSENAIEEER -SCOTT ASSOC, INC - LAND SURHEMRS
LEGEND - LEGEND -
5400 E. COLONIAL OR. ORLANDO, FL. 32807 (407)-277-32,32 FAX (407)-658-1436PPLATPJ_ POINT ON LINED
NOTES: F FIELD TYP. TYP ICAL
TP IRO" PIPE PR.0 POINT OF REVERSE CURVATURE
POINT OF COMMIR. IRON ROO P.C.C. )UND CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS, SURVEY MEETS THE STANDARDS OF PRAC77CE SET FORTH BY THE FLORIDA BOARD OF
C.H. NCRET E MONUMENT RAD. RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA AOX41NISTRATW CODE PURSUANT TO SEC77ON 472,027, FLORIDA STATUES
SE T TA 1 '/2' IR 1111 MR. NON -RADIAL , 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID.
REC. RECOVERED W.P. WITNESS POINT J. THIS SURVEY WAS PREPARED FROM 7TILEINFORM471ON FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS
P.O.B. PUINTT OF 'INNING CALC CALCULATEDEEC OR EASEMENTS THAT AFFECT THIS PROPERTY.
POC PO 14, QF,CCMHENCEMENT P.RA PERMANENT REFERENCE MONUMENT 4. NO UNDERGROUND IMPROVEMENTS RAVE BEEN LOCATED UNLESS OTHERWISE SHOWN.
E CENT RLI,E FF ' FINISHED FLOOR ELEVATION
NLD NAIL " D SK BS.L. BUILDING SETBACK LINE 5 ' THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY AMY OTHER ENTITY.
R/W RIGHT-OF-WAY BA BENCHKA K 6 DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES.
ESMT. EASE MENT Bi BASE BEARING 7' BEARINGS, ARE 134,CO ASSUAIEP,DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.)
IRAIN DRAINAGE B. ELEVATIONS, IF, AN, ARE EkSED 614 NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED. SHCe
UTIL. UTILITY
CL.FC. CHAIN LINK F ENCE
WDFC. VODD FENCE
T
9. CERT)RCC E, OF AUTHORIZATION N.. 45 6.
C/B CONCRETE BLOCK
POINT OF CURVATURE
I
T_ SCALE I- I" = 20'_ RAWI By..
PC, P.T. PO N I OF TANGENCY
DESC. DESCRIPT I ON CERTIFIED 6": DA TE 0, ROER Nb.
R RADIU S
L AR C LENGTH
PLOT PLAN 11-05-2018 7,360-18
D DELTA
C CHORD
C.B. CHORD BEARING
NORTH
THIS BUILDING\PROPERTY DOES NOT UE WITHIN
THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM" TOM k,,GRUSE HFYER, R.L.'s.
JAMES W, SCOTT RLS #4801
ZONE "XI MAP j 12117CO090 F (09-28-07)
RECORD COPY
RE: P2392ACT
Park Sq/Barcelona-A or C TRAY
MiTek USA, Inc.
6904 Parke East Blvd.
Tampa, FL 33610-4115
Site Information:
Customer PARK SQUARE HMS Project Name: P2392ACT
Lot/Block: 197 Model: BARCELONA 2392-AC/TRAY
Address: 3951 NIGHT HERON DR. Subdivision: WYNDHAM PRESERVE 40'
City: SANFORD State: FLORIDA
1. 8 - 4 5 2
General Truss Engineering Criteria & esign Loads (individual Truss Design Drawings Show Special
Loading Conditions): I L 1'06DesignCode: FBC2017/TP12014 Design Program: MiTek 20/20 8.1
Wind Code: ASCE7-10 A Wind Sneed: 140 mph
JVF0P
Roof Load: 40.0 psf 'D Floor Load: 55.0 psf
This package includes 72 individual, dat e s li) _S1T
Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby c I am the Truss Design Engineer and this index sheet
conforms to 61 G 15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# Truss Name Date No. Seal# Truss Name Date
1 T13452380 al 3/9/18 26 T13452405 d1t 3/9/18
2 T13452381 a2 3/9/18 27 T13452406 d2 3/9/18
3 T13452382 a4 3/9/18 28 T13452407 d2t 3/9/18
4 T13452383 a5 3/9/18 29 T13452408 d3 3/9/18
5 T13452384 a6 3/9/18 30 T13452409 d3t 3/9/18
6 T13452385 bl 3/9/18 31 T13452410 d4 3/9/18
7 T13452386 b2 3/9/18 32 T13452411 d5 3/9/18
8 T13452387 b3 3/9/18 33 T13452412 el 3/9/18
9 T13452388 b4 3/9/18 34 T13452413 fi 3/9/18
10 T13452389 cl 3/9/18 35 T13452414 Q 3/9/18
11 T13452390 c2 3/9/18 36 T13452415 Q 3/9/18
12 T13452391 c3 3/9/18 37 T13452416 f4 3/9/18
13 T13452392 c4 3/9/18 38 T13452417 f5 3/9/18
14 T13452393 c5 3/9/18 39 T13452418 f5a 3/9/18
15 T13452394 c6 3/9/18 40 T13452419 f6g 3/9/18
16 T13452395 c7 3/9/18 41 T13452420 f7g 3/9/18
17 T13452396 c8 3/9/18 42 T13452421 f8 3/9/18
18 T13452397 ci 3/9/18 43 T13452422 f8a 3/9/18
19 T13452398 Cj 1 3/9/18 44 T13452423 f9 3/9/18
20 T13452399 q3 3/9/18 45 T13452424 f9a 3/9/18
21 T13452400 q3a 3/9/18 46 T13452425 flo 3/9/18
22 T13452401 q3t 3/9/18 47 T13452426 fil 3/9/18
23 T13452402 cj 5 3/9/18 48 T13452427 f1 1 g 3/9/18
24 T13452403 q5t 3/9/18 49 T13452428 f12 3/9/18
25 T13452404 d1 3/9/18 50 T13452429 ft 1 3/9/18
This item has been electronically signed and scaled 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
tt,111111111111MiTekUSA, Inc. under my direct supervision ,,%%
3 O'R
I/,,
based on the parameters provided by Mid -Florida Lumber Acquisitions, Inc..
Truss Design Engineer's Name: ORegan, Philip E N s
My license renewal date for the state of Florida is February 28, 2019.
No 58126FloridaCOA:6634
I MPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek. Any project specific information included is for MiTek
customers file reference purpose only, and was not taken into account in the preparation of
these designs. MiTek has not independently verified the applicability of the design
parameters or the designs for any particular building. Before use, the building designer
should verify applicability of design parameters and properly incorporate these designs
into the overall building design per ANSI/TPI 1, Chapter 2.
4U13STATEOF
0 R
Philip J. O'Regan PE No.58126
MlTek USA, Inc. FL Cerl 6634
6904 Parke East Blvd. Tampa FL 33610 March 9,2018
I of 2 ORegan, Philip
I
RE: P2392ACT - Park Sq/Barcelona-A or C—TRAY
Site Information:
Project Customer: PARK SQUARE HMS Project Name: P2392ACT
Lot/Block: 197 Subdivision: WYNDHAM PRESERVE 40'
Address: 3951 NIGHT HERON DR.
City, County: SANFORD State: FLORIDA
No. Seal# Truss Name Date
51 T13452430 ft2 3/9/18
52 T13452431 U 3/9/18
53 T13452432 ft4 3/9/18
54 T13452433 ft5 3/9/18
55 T13452434 gl 3/9/18
56 T13452435 g2 3/9/18
57 T13452436 g3 3/9/18
58 T13452437 3/9/18
59 T13452438 q41 3/9/18
60 T13452439 h2 3/9/18
61 T13452440 i2 3/9/18
62 T13452 41 j3 3/9/18
63 T134524 2 j5 3/9/18
64 T13452443 ff 3/9/18
65 T13452444 tVJ 3/9/18
66 T13452445 2 3/9/18
67 T13452446 kj3 3/9/18
68 T13452447 k15 3/9/18
69 T13452448 kj7 3/9/18
70 T13452449 kj7t 3/9/18
71 T13452450 M1 3/9/18
72 T13452451 m2 3/9/18
2 of 2
Job Truss Truss Type Qty Ply A or C_JRAYParkSqfflarcelona
T13452444
P2392ACT 17T SPECIAL 3
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:21 2018 Page I
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-jjbOJDZ8UeQKO?QraoE7N5NTFJCIgMCqXJpOa2zcgau
1-0-0 2- 2 7-0-0
1_0 -
12
12 0_t 4-8-8
Scale = 1:21.7
2x4
LOADING (psf) SPACING- 2-0 CS1.
TCLL 20.0 Plate Grip DOL 5J.;
O
TC 0.78
TCDL 1 0.0 Lumber DOL 1.25 BC 0.33
BCLL 0.0 Rep Stress Incr NO WEI 0.00
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP
LUMBER-
TOPCHORD 2x4 SP No.1
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. lb/size) 4=214/Mechanical, 2=352/0-3-8,5=49/Mechanical
Max Horz 2=143(LC 12)
Max Uplift 4=-1 01 (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/defl L/d PLATES. - GRIP
Vert(LL) 0.20 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-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD 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; B=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(l) 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. O'Rogan PE No.58126
MiTek USA, Ind. FL Cott 6634
6904 Parke East Blvd. Tampa FL 3361 D
Date:
March 9,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ulf.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(& connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall IMF
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 properly damage. For general guidance regarding the MiTek*
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 36610
FA
Job Truss Truss Type Qty Fly Park Sq[Barcelona-A or C—TRAY
T13452445
P2392ACT KJ2 JACK 2
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:23 2018 Page 1
ID:ItiEi_2vqrkv4uEJUYC2jFzkFng-f6j9jvbO?Fg2FIZDhDGbSWSzz6xYBGi7?dlVfxzcgas
561
1-5-0 4-0-1
2x4
Scale = 1: 11.5
LOADING (psf) SPACING- 2-0-0 CS1. DEFIL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.01 4-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.02 4-7 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 15 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-0-1 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
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. (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; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb 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 lb 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=1.25, 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. O'Ragan PE No.58126
MiTek USA, Ino. FL Cott 6634
6904 Parke East Blvd, Tampa FL 33610
Date;
March 9,2018
WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 011711-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTelk(& 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 properly damage. For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
If
Job Truss Truss Type City Ply Park Sq/Barcelona-A or C—TRAY
T13452446
P2392ACT KJ3 JACK 2
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52 24 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYG2jFzkFng-71H)(xFcOmZovtS8QFxnq?j?7iWGStjyHDH12BNzcgar
4-1-14
1 1_0 4-1-14
Scale = 1: 18.7
2X41 11
LOADING (psf]I SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud 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 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.04 4-5 >999 180
BCLL 0.0 Rep Stress Incr NO WEI 0.00 Horz(CT) -0.06 3 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MR Weight: 17 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-1-14 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD 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=-1 49(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 (11b) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vult=1 40mph (3-second gust) Vasd=1 08mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 5ft; B=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 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 86 lb uplift at joint 3, 149 lb uplift at joint
5 and 39 lb 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 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 (plf) using a Digital Signature.
Vert: 1-2=-60, 2-3=-60, 4-5=-20 Printed copies of this
Concentrated Loads (1b) document are not considered
Vert: 6=66(F=33, B=33) 7=7(F=3, B=3)
signed and sealed and the
signature must be verified
on any electronic copies.
Philio J. O'Regan PE No.58126
MiTek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa Fl. 3361, D
I)ate:
March 9,2018
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 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 verify the applicability of design parameters and properly incorporate this design into the overall lei'
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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Streel, Suite 312, Alexandria, VA 22314. Tampa, FIL 36610
0
Truss Truss Type QtY Ply Park Sq/Barcelona-A or C—TRAY
T13452447
KJ5 JACK 2
Job Reference (oOtional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTelk Industries, Inc. Fri Mar 9 10:52:25 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-bVqv8bceXtwmVcjcpel3XxX9ywVv'8r-ACQSxnbjpzcgaq
1-5-0 3-9-6 7-0-14
1_'_' 3-9-6 3-3-8
3x4
LOADING (ps SPACING. 2-0-0 CS1.
TCLI _ 20.0 Plate Grip DOL 1.25 TC 0.80
TCDL 1 0.0 Lumber DOL 1.25 BC 0.60
BCLL 0. Rep Stress Incr NO WB 0.00
BCDL 10. Code FBC2017ITP[2014 Matrix -MP
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=183/Mechanical, 2=375/0-5-11, 4=95/Mechanical
Max Horz 2=108(LC 8)
Max Uplift 3=-79(LC 8), 2=-1 1 B(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.
Scale= 1: 16.7
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) -0.11 4-7 >781 240 MT20 244/190
Vert(CT) -0.25 4-7 >341 180
Horz(CT) 0.00 2 n/a n/a
Weight: 24 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD 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; 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.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 lb 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 lb down and 11 lb up at
1-6-12, 3 lb down and 11 lb up at 1-6-12, and 3 lb down and 44 lb up at 4-4-12, and 3 lb down and 44 lb up at 4-4-12 on top chord,
and 2 lb up at 1-6-12, 2 lb up at 1-6-12, and 5 111 down at 4-4-12, and 5 lb 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).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate ]ncrease=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 4-5 20
Concentrated Loads (11b)
Vert: 10=4(F=2, B=2) 1 11 10(1`=-5, B=-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'Regan PE No.58126
MiTek USA, Inc. FL Cent 6634
69D4 Parke East Blvd. Tampa FL 3361D
Date:
March 9,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 r— 1010312015 BEFORE USE.
Design valid for use only with IviTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not F=4 Ell
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall kwo
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' s 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 ANSIfTPII 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, Alexandra, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C—TRAY
T13452448
P2392ACT KJ7 JACK 5
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:26 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-3hOHMxdGIA2d6mioNMql484RFKuvLYnZhaW9FFzcgap
1-5-1 5-2-5 9-10-13
o 5-2-5 4-8-8
l
2x4
1.5x4 11 5
3x4 =
Scale = 1:21.9
LOADING (pso SPACING- 2-0-0 cSI. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.03 6-7 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(CT) 0.07 6-7 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(CT) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 42 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
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=-1 48(LC 8), 5 69(1_C 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-775/136
BOTCHORD 2-7=-208/708, 6-7=-208/708
WEBS 3-7=0/275, 3-6=-769/225
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
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 lb 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 7-2-11, and 27 Ito down and 77 lb up at 7-2-11 on top chord, and 2 lb 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 lb 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 lncrease=1.25
Uniform Loads (plf)
Vert: 1-4=-60, 5-8=-20
Concentrated Loads (lb)
Vert: 13=-53(F=-27, B=-27) 14=4(F=2, B=2) 15=-10(F=-5, B=-5) 16=-35(F=-17, B=-17)
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
Iii USA, Inc. FL Cott 6634
6904 Parke East Blvd, Tampa FIL 33610
Date:
March 9,2018
WARNING - 11.rifyd-ignparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(g) 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 properly damage. For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCS] 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
f
Job Truss Truss Type QtY Ply Park Sq/Barcelona -A or C — TRAY
T134524
P2392ACT KJ7T SPECIAL 2 1
all
Mid -Florida Lumber, Bartow, FL. 8' 130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:27 2018 Page 1
ID:ItiEL2vqrkv4uEJUYC2jFzkFng-XtytZHeu3UAUkwt?w3LXdMdVlj6b4O?jwEGioizcgao
3-2-2 6-4-11 9-10-131-5-0
2
1
1 1_1_ 3-2- 3-2-9 3-6-1
Scale = 1:21.4
99
4x4 =
3x4 11
LOADING (ps,
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017frPI2014
CS1.
TC 0.82
BC 0.92
WB 0.30
Matrix -MS
DEFL. in (loc) I/defl Lid
Vert(LL) -0.23 3-8 >521 240
Vert(CT) -0.47 3-8 >253 180
Horz(CT) 0.18 6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 40 lb FT = 20%
LLIMBER- BRACING-
TOPCHORD 2x4 SP DSS TOPCHORD Structural wood sheathing directly applied or 5-10-6 oc purlins.
BOTCHORD 2x4 SP No.2 *Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
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 Horz 2=142(LC 8)
Max Uplift 5=-40(LC 8), 2=-1 48(LC 8), 6=-1 01 (LC 8)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 3-4=-1015/253
BOTCHORD 3-8=-3121978, 7-8=-313/981
WEBS 4-8=-27/299, 4-7 1056/337
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
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 40 lb uplift at joint 5, 148 lb uplift at joint
2 and 101 lb uplift at joint 6. This item has been
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 electronically signed and1-6-12, 3 111 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 sealed by ORegan, Philip, PEchord, 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 design/selection of such connection device(s) is the responsibility of others. using a Digital Signature.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Printed copies of this
document are not considered
LOAD CASE(S) Standard signed and sealed and the
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
beUniformLoads (pif) signature must verified
Vert: 1-3=-60, 3-5=-60, 9-10 20, 3-6=-20 On any electronic copies.
Concentrated Loads (lb) Philip J. O'Regan PE No.58126
Vert: 14=-66(F=-33, B=-33) 15=4(F=2, B=2) 17=-2(F=-1, B=-1) MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 1010312015 BEFORE USE.
De sign valid for use only with MiTek(D 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 vedfy the applicability of design parameters and propedy 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610
I
Job Truss Truss Type aty Ply Park Sq[Barcelona-A or C—TRAY
T13452450
P2392ACT Mi JACK 1
at)
Mid -Florida Lumber, Bartow, FL.
3x4
LOADING (pso SPACING- 2-0-0 CS1.
TCLL 20. 0 Pla ' Grip DOLa 1.25 TC 0.42
TCDL 1 0.0 Lumber DOL 1.25 BC 0.86
BCLL 0. Rep Stress Incr NO WB 0.00
BCDL 10. Code FBC2017[TP12014 Matrix -MP
5-0-0
8,130 S Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:27 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-XtyfZHeu3UAUkwl?w3LXdMdbKj7Q44hjwEGioizcgao
2X4 11
Scale= 1: 17.0
DEFL. in (loc) I/defl L/d PLATES.: GRIP
Vert(LL) -0.05 3-5 >999 240 MT20 244/190
Vert(CT) -0.10 3-5 >592 180
Horz(CT) 0.00 3 n/a n/a
Weight: 23 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SID No.2 TOPCHORD
BOTCHORD 2x6 SP No.2
WEBS 2x4 SP No.2 BOTCHORD
REACTIONS. (lb/size) 1 =513/0-3-8, 3=597/Mechanical
Max Horz 1 =81 (LC 8)
Max Uplift I =-1 1 O(LC 8), 3=-1 77(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
Structural wood sheathing directly applied or 5-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or B-0-9 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft, eave=4ft; Cat.
11; Exp B; Encl., GCpi=O.l 8; 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 110 lb uplift at joint I and 177 lb uplift at
joint 3.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 111 down and 41 lb up at
1-1-13, and 606 lb 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 (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, 1-3=-20
Concentrated Loads (lb)
Vert: 5=-1 16(B) 6=-606(B)
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 Blvd, Tampa FIL 3361D
Date:
March 9,2018
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 te, 1010312015 BEFORE USE.
Design valid for use only with MiTelk(l) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fa th ricat ion, storage, delive ry, erection and bra ci ng of tru sses and tru ss system s, see ANSI/TP11 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, Alexandra, VA 22314. Tampa, FL 36610
001,
Job Truss Truss Type QtY Ply Park Sq/Barcelona-A or C—TRAY
T13452451
P2392ACT M2 JACK 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
4I
U4
5-0-0
8.130 s Sep 15 2017 MiTek Industries, Inc. Fin Mar 9 10:52:28 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-?4W2ndfXqoJLM4SBUnsm9Z9ni7alpXxs8u?GK8zcgan
2X4 11
Scale = 1:17.0
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING-. 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TP12014
CS1.
TC 0.34
BC 0.44
WB 0.00
Matrix -MP
DEFL. in (loc) I/defl Ud
Vert(LL) -0.03 3-5 >999 240
Vert(CT) -0.06 3-5 >972 180
Horz(CT) 0.00 3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 23 lb FT = 20%
LUMBER- BRACING.
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins,
BOTCHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1=463/0-3-8,3=349/Mechanical
Max Horz 1 =81 (LC 8)
Max Uplift 1 =-1 21 (LC 8), 3=-1 25(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 ' BCDL=3.Opsf; h=25ft, B=45ft, L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=O.l 8; 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 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 lb 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 lncrease=1.25 sealed by ORegan, Philip, PE
Uniform Loads liplf) 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
on any electronic copies.
Philip J. URegan PE No.58126
MiTak USA, Inc. Fl. Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE,
Design valid for use only with MiTeOD 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 Nil'
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 ANSI/TPI1 Quality Criteria, DSS-89 and BCSI 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
IF
Job Truss Truss Type Qty Ply Park SqfBarcelona-A or C—TRAY
T13452380
P2392ACT At HIP 1 2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:22 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-xNX5w2r7NW iRwPVdvgHUeQObX—OLXh9zdOmOzzcgbp
0-1'3 11.34-,0 1 §110-0 Ll -31 -33 25475
3_ 4 3'_04-1-1 4-3-3
THIS TRUSS IS NOT SYMMETRIC. 4x8 =
PROPER ORIENTATION IS ESSENTIAL. 4x5
19 14 13 12 11 10 9
4x10 3XS 7x6 4x5 3x8 7x6 2x4
Scale = 1:50.9
4x10 =
4': 19 = 1, 1, 1
3
1 V V31
Plate Offsets (X,Y)— fl:0-5-0.0-1-71, [4:0-5-4,0-2-01, [8:0-5-0,0-1-71, 10:0-3-0,0-5-01, [13:0-3-0,0-4-121
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 0.81 Vert(LL) -0.23 12-13 >999 240 MT20 2441190
TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.46 12-13 >792 180
BCLL 0.0 Rep Stress Incr NO WEI 0.63 Horz(CT) 0.13 8 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 398 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-8-12 oc purlins.
BOTCHORD 2x6 SP DSS *Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
10-13: 2x6 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1 =6305/0-3-8, 8=601 1 /Mechanical
Max Horz 1=137(LC7)
Max Uplift 1 1760(1_C 8), 8 1695(1_C 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-1 1838/3391, 2-3=-9838/2913, 3-4=-7860/2387, 4-5=-7140/2203, 5-6=-7969/2413,
6-7=-10128/2961, 7-8=-12088/3443
BOTCHORD 1-14=-2985/10568, 13-14=-2985/10568, 12-13=-2474/8723, 11-12=-1954/7033,
10-11=-2517/8978, 9-10=-3031/10793, 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 1 39/367, 5-11 =-990/3329, 6-11 =-2801/819, 6-1 0 724/2729' 7-1 0=-2031/576,
7-9=-375/1568
NOTES-
1) 2-ply truss to be connected together with 10d (0.1 31"x3") nails as follovvs
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. This item has been
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to electronically signed and
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. sealed by ORegan, Philip, PE3) 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; B=45ft; L=30ft; eave=4ft; Cat. using a Digital Signature.
11; Exp B; Encl., GCpi=0.18; MWIFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 Printed copies of this
5) Provide adequate drainage to prevent water ponding. document are not considered
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed and sealed and the7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
signature must be verifiedwillfitbetweenthebottomchordandanyothermembers.
8) Refer to girder(s) for truss to truss connections. On any electronic copies.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ot=lb) Philip J. O'Regan PE No.56126
1=1760,8=1695. MiTek USA, Inc. I'L Cort 6634
6904 Parke East Blvd. Tampa FIL 33610
Date;
March 9,2018
CWiv ft"P(9.ugp,gesignpammefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 — 1010312015 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 of design parameters and properly incorporate this design into the overall Bet
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 ANSIrTPI1 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, FIL 36610
or
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C—TRAY
T13452380
P2392ACT At Hip 1 2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:22 2018 Page 2
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-xNX5w2r7NW—iRwPVdvgHUeQObX—OLXh9zdOmOzzcgbp
NOTIES-
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 down 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 down and 180 lb up at 22-74, 616 lb down and 180 lb up at 24-7-4, and 616 lb down and 180 11b 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 lncrease=1.25, Plate Increase=1.25
Uniform Loads (pl
Vert: 1-4=-60, 4-5=-60, 5-8=-60, 1-8=-20
Concentrated Loads (lb)
Vert: 19=-640(F) 2u=-624kf-) 2 1 =-624(F) 22=-624(F) 23=-619(F) 24=-619(F) 25=-616(F) 26=-61 1 (F) 27=-61 1 (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 MITEK REFERENCE PAGE 11111-7473 r— 1010312015 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 verify the applicability of design parameters and properly incorporate this design into the overall Dal'
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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
IP
Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C TRAY
T13452381
P2392ACT A2 HIP 1
Job Refer
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 es, Inc. Fri Mar 9 10:51:22 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-xNX5w2r7NW—iRwPVdvgHUeQSwX3[LZ09zdOmOzzcgbp
12-0-0 18-2-0 23-10-12 30-2-0 1-2-0
5, 21-31 5-8-12 6-2-0 6-3-4
Scale = 1:52.2
5x5
3 21 22 23
5x5
4
12 11 __ . - 9 b
3x4 1 X4 11 3x4 3X4 3x8 1 X4 11 3x4
5-3 :1 0 0 22_1 12 0i
31 5 2' W8 5-0 2 t3
Plate Offsets (X,Y)— [3:0-2-8,0-2-41, [4:0-2-8,0-2-41
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defli L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.05 12-15 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(CT) 0.11 12-15 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.02 9 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 152 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-5-11 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD 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=312/0-3-8
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=1 575(LC 1), 6=369(LC 22)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-956/312, 2-3=-424/198, 3-4=0/407, 4-5=-78/539, 5-6=-271/136
BOTCHORD 1-12=-1 94/827, 11-12=-194/827, 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=25ft; B=45ft, L=30ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-3, Interior(l) 3-0-3 to 12-0-0, Exterior(2) 12-0-0 to
22-5-3, Interion(l) 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 andwillfitbetweenthebottomchordandanyothermembers, with BCDL = 1 O.Opsf. sealed by ORegan, Philip, PE6) 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) 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.58126
MiTek USA, Inc. FL Cert 6634
6904 Parke EaSt Blvd. Tampa FL 33610
Date:
March 9,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473re, 1010312015 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 verify the applicability of design parameters and properly incorporate this design into the overall all*
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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sute 312, Alexandra, VA 22314. Tampa, FL 36610
r
Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C—TRAY
T13452382
P2392ACT A4 HIP 1
Job Reference (ootional)
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:23 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-PZ5T80si8p6Z34—hAdBWlsze—wNg4xV,ACHmJYPzcgbo
15-1-0 44- 2 30-2-0 1-2-0001-9 —
5-_2 112 5-9-4 1-0-04-1-0
Scale = 1:51.2
4X4
3x4
4x4
3 21 4 225
IT9
12 11 10 9
3x4
lx4 5X8 3X8 lx4l 3x4
4 1 -0 1110 1' 0
511 i-Y2 4;0 3-6-V 1 1 1
Plate Offsets (X,Y)— [11 0-4-0,0-3-01
LOADING (psf) SPACING- 2-0-0 CS1. DIEFL. in (loc) I/defl Ud PLATES-, GRIP
TCLL 20.0 Plate Grip DOIL 1.25 TC 0.45 Vert(LL) 0.09 10-11 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(CT) 0.18 10-11 >999 180
BCLI_ 0.0 Rep Stress Incr YES W3 0.79 Horz(CT) 0.02 10 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 156 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-4-9 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD 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 =-I 51 (LC 12), 1 0=-367(LC 12), 7=-99(LC 12)
Max Grav 1 =641 (LC 21), 1 0=1 595(LC 1), 7=317(LC 22)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-1039/351, 2-3=-543/234, 3-4 411/257, 4-5=-30/471, 5-6=-98/572
BOTCHORD 1-12=-2341892, 11-12=-234/892
WEBS 2-11 =-546/255, 5-1 0=-475/195, 6-1 0=-547/254, 4-11 =-1 61/570, 4-1 0=-884/336
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=4ft; Cat.
11; Exio B; Encl., GCpi=0.18; 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(l) 23-5-3 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.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been
will fit between the bottom chord and any other members, with BCDL = I O.Opsf. electronically signed and6) 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 at=lb) sealed by ORegan, Philip, PE
1=151,10=367. 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 Parke East Blvd. Tampa FL 33610
Date:
March 9.2018
AWARNING- Verity design parameters andREADNOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 r— 1010312015 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 verify the applicability of design parameters and property incorporate this design into the overall NEI'
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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Instilute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
r
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C—TRAY
T13452383
P2392ACT A5 HIP 1 1
Job Reference (optional)
Mid-l-londa Lumber, banoW, l--L. b.iiu s zep iti zui I mi I eK mausmes, Inc. rn mar , IU:D I:Z4 eU]t$ vage i
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-tmfrLktNv7EQgEZukKiIZ3Wp?KeKpSrRQxVt4rzcgbn
15-1-0 Zl -2-0 5_4-1 2 30-2-0 1 -2O9-0-0
i iF_ 6-1-04-11 -12 -2 12 4-9-4
Scale = 1:51.1
4
4x4 =
3 20 21
3x8
4 22 23
44 =
12 11 10 9
3X8
3x8 5x5 3x8 3x8
Tc? 16
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.16 9-18 868 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) 0.37 9-18 369 180
BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.07 7 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 149 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4SPNo.1
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)
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-10-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 8-4-9 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-1983/711, 2-3=-1683/595,3-4=-1461/580, 4-5=-1250/505,5-6=-1452/514,
6-7=-1765/634
BOTCHORD 1-12=-564/1751, 11-12=-413/1573, 10-11=-413/1573, 9-10=-413/1573, 7-9=-505/1562
WEBS 2-12=-344/226, 3-12=-105/479, 4-12=-264/76, 4-9=-502/175, 5-9=-65/407,
6-9=-364/233
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=4ft; Cat.
11; Exp B; Encl., GCpi=O.l 8; MWIFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-3, lnterior() 3-0-3 to 9-0-0, Exterior(2) 9-0-0 to
25-6-11, Interiori 25-6-11 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.
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 andREAD NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(g) 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 ANSI/TP11 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'Ragan PE No.58126
MiTek USA, Inc. FL Cod 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
ail'
M!Tek'
6904 Parke East Blvd.
Tampa, FL 36610
01
Job Truss Truss Type QtY Ply Park Sq/Barcelona-A or C—TRAY
T13452384
P2392ACT A6 HIP I
Job Reference (optionall
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:51:26 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-q8mcmQveRkV8wYjGsliDeUb5x8QPHG6kuF_9kzcgbI
1-0 15-1-0 18-11-0 Z3-2-0 26-4-12 0-2-0 1-2-00L0-01 _
0 '_'_0 '_7_0 3_2_2 -n3-211 -_2 --1'2 41 1_0
Scale = 1:52.4
3x4 =
4x8
1.5x4 h 4x8 1.5X4 1
4 23 245 25 6 26 7 27 28
4x8 =
16 __ 15 - . 14 13 12
3x4 = 6X8 = 5x5 = 6x8 = 3X4 =
1' _-8-0 1 t4V70- 7-11-1 W 3 4 M % __1
3X4 =
A
LOADING (ps SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.05 16-19 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) 0.12 16-19 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(CT) 0.03 10 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 161 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4SPNo.lD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1076/0-3-8, 13=2996/0-3-8, 10=364/0-3-8
Max Horz 2=82(LC 7)
Max Uplift 2=-326(LC 8), 13=-880(LC 8), 1 0=-1 17(LC 8)
Max Grav 2=1086(LC 17), 13=2996(LC 1), 10=382(LC 18)
BRACING-
TOPCHORD Structural wood sheathing directly applied or 4-1-5 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1920/562,3-4=-1711/512,4-5=-1191/397,5-6=-1191/397,6-7=-272/1116,
7-8=-272/1116,9-10=-389/107
BOTCHORD 2-16=-435/1694,15-16=-361/1513,14-15=-68/282,13-14=-68/282,10-12=-31/335
WEBS 3-16=-273/109, 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, B-12=-75/644, 9-12=-279/1 18
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wnd: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft, eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=11.60 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 Ot=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 lb down and 206 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 11-0-12, 97 lb down and 106 Ib 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 lb down and 106 lb up at 19-1-4, and 97 lb down and 106 lb up at
21-1-4, and 189 lb down and 206 lb up at 23-2-0 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, 66 lb down at 13-0-12, 66 lb down at 15-1-0, 66 lb 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 lncrease=1.25
Uniform Loads (plf)
Vert: 1-4=-60, 4-8=-60, 8-11 =-60, 17-20=-20
Cwam'Rompp, 3esign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473n., 1010312015 BEFORE USE.
Design valid for use only with MiTek(& connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
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 ANSIITPIl 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. gRagan PE No.56126
MiTak USA, Inc. FL Cent 6634
69U Parke East Blvd. Tampa FIL 33610
Date:
March 9,2018
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job Truss Truss Type QtY Ply Park Sci/Barcelona-A or C—TRAY
T13452384
Job
P2392ACT A6 HIP 1 1
Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8,130 S Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:26 2018 Page 2
ID:ItiEj.2vqrkv4uEJUYC2jFzkFng-q8mcmQveRkVBwYiGsliDeUb5x8QPHG6kuF-9kzcgbI
LOAD CASE(S) Standard
Concentrated Loads (1b)
Vert: 4=-1 42(F) 8=-1 42(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)
WARNING - Venitydeignp.—efers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev, 1010312015 BEFORE USE.
MAINDesignvalidforuseonlywithMiTekOconnectors. This design is based only upon parameters shown, and is for an inclMdual 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 MM
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 properly damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
91
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C—TRAY
T13452385
P2392ACT B1 SPECIAL 1 2 Job Reference (ootional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTelk Industries, Inc. Fri Mar 9 10:51:27 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-ILK — zmvGB2d?XiHSPTGSBiBDOYhFOiqu7vkXhAzcgbk
4- 5 1 B-2-13 12-1-0 -7- 4-5-4 1_11-4 1 l-_24 1
1_14
1 24-41F11--00 4
11
1
1 -2-14 2-7-15 2 2- 2- _0 2- _ 2_7_ 4 _
Scale = 1:47.3
1.5x4
1.5x4
5 1.5x4
3x4
IV Ib I / it) to 14 1 12
2x4 8x10 2X4 6x8 2X4 2x4 8x8 3x4
1
4=1-11 1
1 4 11 4
1 4 2-'1-1 3'101 IN 1 IM B! 3-- 220 2 2
Plate Offsets (X,Y)— [2:0-1-8,Edgel, [6:0-4-12,Edgel, [18:0-5-0,0-5-01, [21:0-2-0,0-2-01
LOADING (psf) 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) -0.42 16-17 >697 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(CT) -0.80 16-17 >361 240 MT20HS 1871143
BCLL 0.0 Rep Stress Incr NO WIB 0.96 Horz(CT) 0.06 12 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 314 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 *Except* TOPCHORD Structural wood sheathing directly applied or 2-1-8 oc purlins,
6-11: 2x4 SP No.1 except end verticals.
BOTCHORD 2x6 SP No.2 *Except* BOTCHORD 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=1448/0-8-0
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.
TOPCHORD 2-3=-2898/684, 3-4=-2631/654, 6-7=-1 159012868, 7-8=-1 1590/2868, 8-9=-8962/1904,
9-10=-4075/751, 10-11=-4075/751, 11-12=-1680/305
BOTCHORD 2-19=-778/2579, 18-19=-778/2579, 17-18=-3038/11202, 16-17=-3126/11496,
15-16=-1 904/8962, 14-15=-1 904/8962, 13-14=-1 90418962, 12-13=-55/303
WEBS 6-17=-617/223, 7-16=-586/168, 8-15=-1028/309, 9-14=-32911286, 6-16=-335/401,
B-16=-1033/2814, 11-13=-746/4039, 9-13=-5268/1235, 4-18=-940/3539, 6-18=-9284/2467,
3-18=-339/130, 4-6=-3471/1012
NOTES- -
1) 2-ply truss to be connected together with 10d (0.1 31"x3") nails as follows: This item has been
Top chords connected as follows: 2x4 - I row at 0-7-0 oc. electronically signed andBottomchordsconnectedasfollows: 2x6 - 2 rows staggered at 0-9-0 oc.
sealed by ORegan, Philip, PEWebsconnectedasfollows: 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 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=1 40mph (3-second gust) Vasd=l 08mph; TCDL=4.2psf. BCDL=3.Opsf; h=1 5ft; B=45ft. L=24ft, eave=4ft; Cat. signed and sealed and the
11; Exp B; Encl., GCpi=O. 18; MWFRS (directional) and C-C Exterior(2) -1 -0-0 to 2-0-0, Interior(l) 2-0-0 to 11-11-4, Exterior(2) 12-1 -0
signature must be verifiedto15-1-0 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. on any electronic copies.
6) All plates are MT20 plates unless otherwise indicated. Philip J. VRegan PE No.58126
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 Cort 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 P ' arke East Blvd. Tarnpa FL 3361 D
will fit between the bottom chord and any other members. Date:
9) Provid e mechan ical corm ection (by others) of tru ss to bearing plate capable of withstand ing 100 lb u plift at joint(s) 12 except at= lb) March 9,2018
2=1 76.
A AND INCLUDED MITEK REFERENCE PAGE Ull-7473 rev. 1010312015 BEFORE USE.
CVftWQA6)arP,9@@4 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 properly damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
N
Job Truss Truss Type aty Ply Park Sq/Barcelona-A or C_:rRAY
T13452385
P2392ACT Bi SPECIAL 1 2 Job Reference (optional)
Mid-Flodda Lumber, Bartow, FL.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-5=-60, 6-1 1=-90, 2-12=-20
Concentrated Loads (lb)
Vert: 25=-706
8.130 s Sep 15 2017 MiTelk Industries, Inc. Fri Mar 9 10:51:27 2018 Page 2
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-ILK—zmvGB2d?XiHSPTGSBi8DOYhFOiqu7vkXhAzcgbk
A WARNING -Verify design parameters and READ NOrES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekID 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 MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type QtY Ply Park Sq[Barcelona-A or C—TRAY
T13452386
P2392ACT B2 SPECIAL 1
2 Job Reference (ootional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:28 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-mXuMB6wuyMis9rsfzAnhjvgN6x2Hl9olLZT4Ddzcgbj
1-1-0-0 i 5-9-4 1 -0-0 1 1-1-8 i 11-11,12 1 1,7 5-12 1,1-2,,4 _l -8-4 24-4-0
0_0 5-9-4 2-12 1_,_8 2, _0 2'_0 2-7-1
Scale = 1:42.8
c?
5x8
3X4 11
3x4 = — .
I —
12
2X4
4x6
5X10 = 4X4 11 5X8 2x4 11 2x4 11 8X8 3x4
i i i 1 _1;3 i 1 J- J2 :F 22 TI-1 WO11:11 5 2 2 2 1-1 2
AOADING (psf]I. SPACING- 2-0-0 CS1. DEFL. in (loc) Ildef] Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) 0.45 16-17 >650 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.69 Vert(CT) 0.87 16-17 >334 240
BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.06 12 n/a n/a
BCDL 10.0 Code FBC2017[TP12014 Matrix -MS Weight: 301 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 1-11-14 oc purlins,
BOTCHORD 2x6 SP No.2 *Except* except end verticals.
12-19: 2x6 SP DSS BOTCHORD 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=1597/0-4-0, 2=1456/0-8-0
Max Horz 2=324(LC 12)
Max Uplift 12=-100(LC 12), 2 166([_C 12)
Max Grav 12=1993(LC 17), 2=1549(LC 17)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3046/702, 3-4=-2350/542, 6-17=-437/191, 6-7=-1 1474/2937, 7-8=-1 1474/2937,
8-9=-8986/2008,9-10=-4121/818, 10-11=-4121/818,11-12=-1684/329
BOTCHORD 2-20=-982/2813. 18-20=-982/2813,17-18=-3332/11833, 16-17=-3590/12573,
15-16=-2008/8986,14-15 2008/8986, 13-14=-2008/8986, 12-13=-58/301
WEBS 3-20 36/380, 3-1 8=-747/283, 4-18=-2042/7526, 4-6=-6957/2050, 6-18 1 1674/3135,
7-16=-353/44,8-15=-1006/318,9-14=-356/1336,6-16=-1271/699,8-16=-994/2665,
11 -1 3=-814/4091. 9-13=-5211/1275
NOTES-
1) 2-plytrussto be connected together with 10d (0.131"x3") nails asfollows:
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 (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) 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=15ft; B=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(l) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to
12-5-12, Interior(l) 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=11.60
5) Provide adequate drainage to prevent water poncling.
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 Ito uplift at joint(s) 12 except at=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
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. O'Regan PE No.58126
MiTak USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
C
a. n and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 r— 1010312015 BEFORE USE. QVnW91T!e%aRRTek,& 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 MiTek*
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Insfitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY
T13452386
P2392ACT B2 SPECIAL I
2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:28 2018 Page 2
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-mXuMB6wuyMlsgrsfzAnhjvgN6x2Hl9olLZT4Ddzcgbj
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plo
Vert: 1-4=-60, 4-5=-60, 6-11 =-90, 2-12=-20
Concentrated Loads (lb)
Vert: 6=706
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 r-. 1010312015 BEFORE USE.
Design valid for use only with MiTek(EDconnectors. This design is b a sed only upon parameters shown, and is for an individual building com pone nt, 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 andlor 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 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, Alexandra, VA 22314. Tampa, FL 36610
Job Truss Truss Type City Ply Park Sq/Barcelona-A or C—TRAY
T13452387
P2392ACT B3 SPECIAL 1
2 Job Referenre (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTelk Industries, Inc. Fri Mar 9 10:51:29 2018 Page 1
ID:ItiEj.2vqrkv4uEJUYC2jFzkFng-EjSkORxVVjftjn?RrXulwG7DYjLMbUdZBaDDem3zcgbI
9-0-0 2 7-1 14-11-12 1 1 7-1-012 IT9-2-4 21 -'14 2 4-0
4-2-12 _'
i
2" 2_ _0 _'_J137
4
4x8 =
24
1.5X4 11
25 5
Scale = 1 43.3
3x4 = 2x4 11 8X10 = 4x4 11 5X8 = 2x4 11 2x4 11 8X8 = 3x4 11
2 1 12- -'2 1p__m'l i 1- 14-141RI2V '_0 24-1-4 4-M2
Plate Offsets X Y)— [4:0-5-4,0-2-01, f670-2-8,0-3-41, [18:0-3-12,0-5-41
ly
LOADING (psf]) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) 0.42 16-17 699 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(CT) 0.80 16-17 361 240
BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.06 12 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 295 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x6 SP DSS *Except*
2-18: 2x6 SP No.2 BOTCHORD
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 Horz 2=263(LC 12)
Max Uplift 12=-90(LC 9), 2=-1 78(LC 12)
Max Grav 12=1 981 (LC 17), 2=1 547(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2988/757, 3-4=-2716/703, 6-17=-507/205, 6-7=-1 1386/2822, 7-8=-1 1386/2822,
8-9=-8918/1931, 9-1 0=-4095/788, 10-11 =-4095/788, 11-12=-1 674/318
BOTCHORD 2-19=-963/2751, 18-19=-963/2751, 17-18 =-3207/11635, 16-17=-3415/12316,
15-16=-1 931/8918, 14-15=-1 931/8918, 13-14=-1 931/8918, 12-13=-56/299
WEBS 3-18=-354/158, 4-18=-870/3322, 4-6=-3259/992, 6-18=-9508/2471, 9-14=-341/1325,
8-15=-1007/308, 7-16=-342/38, 6-16=-1 173/634, 8-16=-955/2643,11-13=-784/4065,
9-13=-5165/1224
Structural wood sheathing directly applied or 1-11-5 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 (0.1 31"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 - 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) 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=15ft; B=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, Interion(l) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to
12-0-0, Interion(l) 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 at=lb)
2=1 78.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such
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. gRegan PE No.58126
MiTek USA, Ina. F L Carl 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
March 9,2018
C t.
Vq;RR r. t.r. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. WIN19f I e WXRme`k(D connectors. This design is based only upon parameters shown, and is for an individual building component, not
truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overallI
MiTek' 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, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job T ss Truss Type MY Ply Park Sq/Barcelona-A or C—TRAY
T13452387
P2392ACT B3 SPECIAL 1 2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:29 2018 Page 2
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-EjSkORxVVjftjn?RrXu[wG7DYjLMbUdZBaDDem3zcgbi
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-4=-60, 4-5=-60, 6-11 =-90, 2-12=-20
Concentrated Loads (lb)
Vert: 6=-706
WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with M!Tek& 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 NEI'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
s 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 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexa ndna, VA 22314 Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq[Barcelona-A or C—TRAY
T13452388
P2392ACT B4 SPECIAL 1 3 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. U.1 u s iep lb zui I mt i eK inoustnes, Inc. t-n mar V iu::)i:Ju zul'5 vage I
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-ivO6cny8Uz?ZP9015bp9pKmjslhdD7dKptyBlVzcgbh
7-1-0 1-11- 2-7-1 1 -11-12 li7:65-02 19-82 1-84 -01___ 1 4__ 1 1 -4 2__ 24-_460_--o0 _2_, 2 2_,_, 2" _B 2_6_0 2_7_li
Scale = 1:43.3
4x8
4x6
25 5 26
2X4
6
1
13
3X4 2X4 3x4l
4x6
4X4 5x8 2X4 2X4 11 6X9 3X4
7xl 0 =
i iz':' 10 JI ' 1 1-
1
7 1 2 117211411 to3-11 3-Z 2-11 ,
1 1 hl _02 247- 2
Plate Offsets (X,Y)— [4:0-5-4,0-2-01, f7:0-3-4,0-3-41, [19:0-5-0,0-4-81
LOADING (psf]i SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.42 17-18 >687 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(CT) -0.82 17-18 >355 180
BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(CT) 0.07 13 n/a n/a
BCDL 10.0 Code FBC2017/TP[2014 Matrix -MS Weight: 448 lb FT = 20%
LLIMBER- BRACING-
TOPCHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc puffins,
7-12: 2x4 SP No.1 except end verticals.
BOTCHORD 2x6 SP DSS *Except* BOTCHORD 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=2354/0-8-0
Max Horz 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.
TOPCHORD 2-3=-4910/871, 3-4=-4708/875, 4-5=-5375/945, 5-6=-337/33, 7-18=-1611317,
7-8=-1 8798/2775, 8-9=-1 8798/2775, 9-1 0=1 4658/1864, 10-11 =-6849/755,
11-12=-6849/755, 12-13=-2685/299
BOTCHORD 2-22=-921/4371, 21-22=-921/4371, 19-21 =-863/4198, 18-19=-3139/18876,
17-18=-3316/19968, 16-17=-1 864/14658, 15-16=-1 864/14658, 14-15=-1 864/14658,
13-14=-49/464
WEBS 3-21 =-283/69, 4-21 =-71/502, 4-19=-232/1843, 5-19=-770/4820, 5-7=-7118/1291,
7-19=-14443/2278, 7-17=-2256/579, 9-16=-1503/309, 9-17=-976/4758, 10-15=-321/2328,
12-14=-756/6838, 10-14=-8364/1188
NOTES-
1) 3-ply truss to be connected togetherwith 10d (0.131"xY) 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 0-6-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108rnph; TCDL=4.2psf; BCDL=3.Opsf ' h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60
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) except Ot=lb)
13=341,2=446.
C and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTelke 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 properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIl 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 0 ' 'Regan PE No.58126
MiTDk USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
March 9,2018
MiTek*
6904 Parke East Blvd.
Tampa, FL 36610
Job T ss Truss Type QtY Ply Park Sq/Barcelona-A or C — TRAY
T13452
P2392ACT B4 SPECIAL 1 3 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.13D s Sep 15 2017 MiTelk Industries, Inc. Fri Mar 9 10:51:30 2018 Page 2
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-ivO6cny8Uz?ZP9015bp9pKmjslhdD7dKptyBlVzcgbh
NOTES-
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 111 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 Ito 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 lb down at 20-9-12, 344 lb down at 22-9-12, and 354 lb down at 24-2-4, and 1136 lb 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 CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber lncrease=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-4=-60, 4-6=-60, 7-12=75, 2-13 20
Concentrated Loads (lb)
Vert: 4=-1 42(B) 7=-460 13=-89(B) 20=41 (B) 21 =-327(B) 17=-79(B) 25=-97(B) 26=-97(B) 29=-41 (B) 30=-1 021 (F) 31 =-79(B) 32=-79(B) 33=-79(B) 34=-79(B)
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 r— 1010312015 BEFORE USE.
De sign valid for use only 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 properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek" s 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 ANSlITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd,
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Earcelona-A or C—TRAY
T13452389
P2392ACT C11 COMMON 1
all
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10-51,31 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-A6aVp7ymFH7QOJbEeIKOLY11194myiiTlXjkqxzcgbg
M 5-9-4 16-2-12 22-0-0 23-M
5-9-4 5-2-12 5-2-12 5-9-4 1-0-0
Scale = 1:39.3
4x4
6 o o F1 _2
1.5x4
3
18 19
1.5x4
31
2
17 20
7 1`2
10 9 8
3X4 3X4 3x4
3x4 3X4
7-6-3 14-5-13 22-0-0
7-6-37-6-3 6-11-11
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Ildefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.07 10-13 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.18 10-13 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.04 6 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 101 to FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=940/0-8-0,6=940/0-8-0
Max Horz 2=1 15(LC 11)
Max Uplift 2=11 81 (LC 12), 6=-1 81 (LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown.
TOPCHORD 2-3=-1 525/468, 3-4=-1 367/470, 4-5=-1 367/470, 5-6=-1 525/468
BOTCHORD 2-110 326/11328, 8-10=-151/876, 6-8=-344/1328
WEBS 4-8=-1 57/526, 5-8=-340/203, 4-1 D=-1 57/526, 3-1 0=-340/203
BRACING-
TOPCHORD Structural wood sheathing directly applied or 4-5-3 oc purlins.
BOTCHORD 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 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft; L=24ft, eave=4ft; Cat.
11; Exp B; 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, Exterior(2) 11-0-0 to
14-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=11.60
3) This truss has been designed for a 10.0 psf boftom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the boftorn 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 Ot=lb)
2=1 81, 6=1 81.
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. FIL Cert 6634
6904 Parke East Blvd. Tarnpa FIL 33610
Date:
March 9,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ANNE,
Design valid for use only with MiTekID connectors. This design is based only upon parameters shown, and is for an individual building component, not EJ
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall old
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 oftrusses and truss systems, see ANSIfTPI1 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, Alexandra, VA 22314. Tampa, FIL 36610
Job T ss Truss Type Qty Ply Park Sq/Barcelona-A or C—TRAY
T13452390
P2392ACT C2 HIP 1
all
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:32 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-el7tOTzOOaFHeTAOCOsdulrAGZOehAGdGBRIMOzcgbf
4-9-4 3-0-0 1 17-2-12 22-0-0 i23-0-00LI _
0_0 -9-41' - —"'
0
4-9-4 Z2--102 4 4-2-12 4
Scale = 1:39.1
4x4 =
48 —
4x4 3x8 3X4 = 3x4 — 4x4 =
LOADING (psf) SPACING- 2-0-0 CsI. DEFL. in loc) I/def] Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.16 9-17 >999 240 MT20 -244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.34 9-17 >781 180
BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.04 7 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 108 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-4-5 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 8-8-15 oc bracing.
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=-1 81 (LC 12), 7=-1 81 (LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11o) or less except when shown.
TOPCHORD 2-3=-1 547/578, 3-4=-1 237/462, 4-5=-1 054/459, 5-6=-1 237/462, 6-7=-1 547/578
BOTCHORD 2-11 =-446/1364, 9-11 =-255/1054, 7-9=-453/1364
WEBS 3-11 =-360/226, 4-11 =-74/339, 5-9=-67/339, 6-9=-361/226
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l 40mph (3-second gust) Vasd=1 08mph; TCDL=4.2psf; BC DL=3.Opsf; h= 1 5ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to
13-0-0, Interion(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 Ot=lb)
2=181,7=181.
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 — 1010312015 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 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, 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. gRegan PE No.58126
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33,61 D
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
T13452391
P2392ACT c3 HIP
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:33 2018 Page 1
ID:ItiEL2vqrkv4uEJUYC2jFzkFng-7UhFEp_lnuN8GdlcmjNsQzOMlyjhQa7mVrBrvqzcgbe
1 1-M 0 1" 2 2 22-0-0
22102 4-0-0 4110 12 1'2 3-9-4
Scale = 1:39.1
2
3x5 =
6.00 F12
1 X4
4x4 =
3x8 4x4
4 20 21 5 22 23 6
13
24 12
11
25
10
3x8 4x4 = 1X4 11 3x8
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Ildefl Ud
TCLI _ 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.12 11 999 240
TCDL 1 0.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.24 11 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) 0.09 8 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD
BOT CHORD 2x4 SP No.2 BOTCHORD
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)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 ((b) or less except when shown.
TOPCHORD 2-3=-3074/796, 3-4=-2873/763, 4-5=-2564/708, 5-6=-2564/708, 6-7=-2873/763,
7-8=-3074/796
BOTCHORD 2-13=-651/2720, 11-13=-689/2898, 10-11 =-689/2898, 8-1 0=-651/2720
WEBS 3-13=-274/78, 4-13=-1 52/876, 5-13=-503/152, 5-1 0=-503/152, 6-1 0=-1 52/876,
7-10=-274/78
1 x4 --
8
3x5 —
PLATES GRIP
MT20 244/190
Weight: 112 lb FT = 20%
Structural wood sheathing directly applied or 3-2-7 oc, purlins.
Rigid ceiling directly applied or 7-1-9 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=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 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 down and 204 lb up at 15-0-0 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 11-0-0,
and 66 lb down at 12-11-4, and 327 lb down and 97 Ilp 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 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 lncrease=1.25, Plate lncrease=1.25
Uniform Loads (pl
Vert: 1-4=-60, 4-6=-60, 6-9=-60, 14-17=-20
Concentrated Loads (lb)
Vert: 4=-1 42(F) 6=-1 42(F) 13=-327(F) 11 =41 (F) 5=-97(F) 1 0=-327(F) 21 =-97(F) 22=-97(F) 24=41 (F) 25=-41 (F)
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 Cent 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
March 9,2018
AWARNING - Verify design panitnefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev, 1010312015 BEFORE USE.
Design valid for use only with M!TekO 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
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 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, VA22314. Tampa, FL 36610
Job T ss Truss Type aty Ply Park Sq/Barcelona-A or C - TRAY
T13452392EbP2392ACTC4HIP1
2 Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:34 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-bhFdR9?fYCV?tmKpKRu5zAwOyM5g9vrwkVwPRGzcgbd
1 1 30 11-0-0 14-9-0 1 6 -,"
1 1_0 0 22-0-01-M 1
i _'_
0 _81 61 1-1120-112 3-9-0 3 2-1--8 3-0-0
6
q
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
4x8 —
1.5X4 11
4 20 5 21
4x4
2X4 3X4 7X8
Scale = 1:37.9
5x8 MT1 3HS =
6X6 8X8 3XS 1
5x14
i I _M i i i ln i P. - 1
LOADING (ps
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TP12014
CS1.
TC 0.98
BC 0.69
WB 0.82
Matrix -MS
DEFL.. in
Vert(LL) -0.17
Vert(CT) -0.34
Horz(CT) 0.08
loc) Ildefl L/d
11 >999 240
11 >775 180
9 n/a n/a
PLATES_ GRIP
MT20 244/190
MT18HS 244/190
Weight: 277 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 1-4-4 oc purlins.
BOTCHORD 2x6 SP DSS BOTCHORD 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.
TOPCHORD 2-3=-5822/1545, 3-4=-5655/1541, 4-5=-7080/1962, 5-6=-7080/1962, 6-7 9793/2701,
7-8=-14154/3875, 8-9=-15433/4176
BOTCHORD 2-15=-1339/5181, 14-15=-1339/5181, 13-14=-1279/5035, 12-13=-2374/8988,
11-12=-3394/12644, 10-11=-3701/13784,9-10 3701/13784
WEBS 3-14 325/71, 4-14=-64/343, 4-13=-803/2907, 6-13=-2707/949, 6-12=-1 647/6014,
7-12=-6664/1856,7-11 1976/7224,8-11=-1329/357,8-10 261/1127
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nallsasfollows:
Top chords connected as follows: 2x4 - I row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-2-0 oc. This item has been
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. electronically signed and2) 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 sealed by ORegan, Philip, PEplyconnectionshavebeenprovidedtodistributeonlyloadsnotedas (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design. using a Digital Signature.
4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, B=45ft; L=24ft; eave=4ft; Cat. Printed copies of this
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) Lumber DOL=1.60 plate grip DOL=1.60 document are not considered
5) Provide adequate drainage to prevent water ponding. signed and sealed and the
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. signature must be verified
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 on any electronic copies.
will fit between the bottom chord and any other members. Philip J. O'Regan PE No.58126
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Ot=lb) Wilk USA, Inc. FL Cod 6634
9=2102,2=775. 6904 Parke East Blvd. Tampa FL 33610
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5991 lb down and 1715 lb up at Date:
16-6-8, 1187 lb down and 307 lb up at 16-11-4, and 636 lb down and 176 lb up at 18-11-4, and 1047 lb down and 274 lb up at March 9,2018
20-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
j"H*%1W TES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. as da, andREADNO
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 verify the applicability of design parameters and properly incorporate this design into the overall BMW
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is =ays required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek'
fab ication, 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 36610
Job Truss Truss Type City Ply Park Sq/Barcelona-A or C—TRAY
T13452392
P2392ACT C4 HIP 1 2 Job Reference (oDt ona
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:34 2018 Page 2
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-bhFdR9?fYCV?tmKpKRu5zAwOyM5g9vrwkVwPRGzcgbd
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-60, 4-6=-60, 6-9 60, 2-9=-20
Concentrated Loads (lb)
Vert: I 1=-5991(B) 10=-636(B) 17=-1047(B) 22=-1 187(B)
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473— 1010312015 BEFORE USE.
Design valid for use only with MiTek(ID 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 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 MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C—TRAY
T13452393
P2392ACT C5 HIP 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:35 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-3tp?fVOHJVds\Avu?tBPKWOThbmSOuW63yggyzjzcgbc
6-0-0 11-0-0 1 R 0_0 22-0-0 23-0-0
Tol 6-0-0 5-0-0 5-0-0 6-0-0 1-0-0
Scale = 1:39.1
4x8 =
19 20
48 —
3x4
1X4 11 3X4 =
3x8 = 1X4 11
3x4 =
LOADING (psf) SPACING-" 2-0-0 cSI.
TCLI 20.0 Plate Grip DOL 1.25 TC 0.48
TCDL 0.0 Lumber DOL 1.25 BC 0.53
BCLL 0.0 Rep Stress Incr YES WB 0.17
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=940/0-3-8,6=940/0-3-8
Max Horz 2=67(LC 11)
Max Uplift 2 252(1_C 12), 6=-252(LC 12)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1527/526, 3-4=-1616/614, 4-5=-1616/614, 5-6=-1527/529
BOTCHORD 2-11 368/1301, 9-11 =-367/1308, B-9=-378/1308, 6-8=-378/1301
WEBS 3-9=-1 40/455, 4-9=-327/169, 5-9 1 41/455
DEFL. in (loc) I/clefl L/d PLATES GRIP
Vert(LL) -0.06 9 >999 240 MT20 2441190
Vert(CT) -0.13 11-14 >999 180
Horz(CT) 0.04 6 n/a n/a
Weight: 99 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 4-0-14 oc purlins.
BOTCHORD Rigid ceiling directly applied or 9-1-3 oc bracing.
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to
20-2-15, Interior(l) 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.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=252,6=252.
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, Ina. Fl. Cert 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
March 9,2018
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473mv. 1010312015 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 property incorporate this design into the overall
bu ilding 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 ANSIITP11 Quality Criteria, DSB-89 and BCS] 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 Tr ss Type oty Ply Park Sq/Barcelona-A or C—TRAY
T13452394
P2392ACT C6 HIP 1 1
Job Reference loot one
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:36 2018 Page I
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-X3NOsrOv4plj74TBRswZ2b?rLAlTdt5CBpPW9zcgbb
5-0-0 12-11-7 17-0-0 22-0-0 23-MM9-0-2 i I I +;
5-0-0 _1 4-0-9 5-0-0
Srale = 1:39.1
4x8 =
1X4 11 3x4 = 4X8 =
Ann 71;_ J 4 18 19 20 6
44 =
2X4 4X8 =
6X6
3x5 — 2X4 11 3x6 =
R,
a
LOADING (psf) SPACING- 2-0-0 cSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20 O Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.16 10-12 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) 0.31 10-12 >848 180
BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(CT) 0.06 7 n/a n/a
BCDL 10.0 Code FBC2017rrPI2014 Matrix -MS Weight: 121 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-8-1 oc purlins.
BOTCHORD 2x6 SP No.2 *Except* BOTCHORD Rigid ceiling directly applied or 7-2-0 oc bracing.
7-11: 2x6 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1 371/0-3-8, 7=1 569/0-3-8
Max Horz 2=58(LC 7)
Max Uplift 2=-398(LC 8), 7=-476(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2590/712, 3-4=-3500/1049, 4-5=-3500/1049, 5-6=-3785/1136, 6-7=-3051/891
BOTCHORD 2-13 575/2266, 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 loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft, Cat.
11; Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 Ot=lb)
2=398,7=476.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 77 lb up at
13-0-12, and 51 lb 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 lncrease=1.25, Plate Increase=1.25
Uniform Loads (Ipl
Vert: 1-3=-60, 3-6=-60, 6-8=-60, 2-7=-20
Concentrated Loads (lb)
Vert: 5=-51 (F) 1 0=-26(F) 20=-51 (F) 21 =-577(F) 22=-26(F) 23=-329(F)
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 Cert 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
March 9,2018
WARNING- Verify design parameters and READ NOTES ON`HISAND INCLUDED MITEK REFERENCE PAGE MII-7473ray. 1010312015 BEFORE USE.
Design valid for use only with MiTelk(l) connectors. This design is based only upon parameters shown, and is for an individual building component. not Ell
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall KWW
ibuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' s 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq/Barcelona -A or C—TRAY
T13452395
P2392ACT C7 HIP 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTelk Industries, Inc. Fri Mar 9 10:51:37 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-?Gxm4BlXr7takE2N?ZRobpYlEZ64MQNMQT932bzcgba
4-9-4 9-0-0 13-0-0 1650
4-9-4 4-2-12 4-0-0 3-
3l
4x4 =
4x8 =
14
7
44
3xB 3X4
1.5x4
Scale = 1:31.3
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.14 9-12 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.65 Vert(CT) 0.29 9-12 676 180
BCLL 0.0 Rep Stress Incr YES WB 0.19 Hor7(CT) 0.02 7 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 91 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 2=713/0-3-8, 7=649/Mechanical
Max Horz 2= 121 (LC 12)
Max Uplift 2=-190(LC 12), 7=-162(LC 12)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1 052/424, 3-4=-740/305, 4-5=-602/317, 5-6=-479/227, 6-7=-609/292
BOTCHORD 2-9=-440/922, 8-9=-1 53/382
WEBS 3-9=-363/232, 5-9=-1 25/362, 5-8=-288/143, 6-8=-1 97/496
Structural wood sheathing directly applied or 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.Opsf; h=25ft; B=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(l) 2-0-0 to 9-0-0, Exterior(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(s) except dt=lb)
2=190,7=162.
A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473— 1010312015 BEFORE USE.
Design valid for use only with MiTek& connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is aKvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, deliv", erection and bracing of trusses and truss systems, see ANSIfTPI1 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.68126
MiTelk USA, Inc. Fl. Cert 6634
6904 Parke East Blvd, Tampa FL 33610
Date:
March 9,2018
Nil'
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job T as Truss Type Oty Ply Park Sq/Barcelona-A or C—TRAY
T13452396
P2392ACT C8 COMMON 4
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:37 2018 Page 1
ID:ItiEj.2vqrkv4uEJUYC2jFzkFng-?Gxm4BlXr7takE2N?ZRobpY3dZ6jMJDMQT932bzcgba
5-9-4 11-0-0 16-5-0
5-9-4 5-2-12 5-5-0
5x6 =
3X4 6
3X4 3x4 =
Scale = 1:36.4
LOADING (psfi SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.11 6-7 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.20 6-7 988 180
BCLL 0.0 Rep Stress Incr YES WEI 0.61 Horz(CT) 0.02 6 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 83 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 2=713/0-3-8, 6=649/Mechanical
Max Horz 2=1 21 (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.
TOPCHORD 2-3=-1019/321, 3-4=-797/282
BOTCHORD 2-7=-331/883, 6-7=-1 38/426
WEBS 3-7=-359/209, 4-7=-1 16/540, 4-6=-562/180
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=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=4ft; Cat.
11 Exp B; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterion(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to
1:0-0 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, with BCDL = 1 O.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 Ito uplift at joint(s) except at=lb)
2=1 90, 6=1 62.
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 N0.58126
M!Tak USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FIL 33,610
Date:
March 9.2018
AWARNING - Verify design P ... meters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(E) 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 al ays required for stab ility and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabricatio n, storag e, cl el ivery, a recti on a nd bra ci ng of tnu sses and t russ system s, see ANSI/TPI1 Quality Criteria, DSB-89 and BCS] Building Component 6904 Parke East Blvd.
Safety Infonmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C—TRAY
T13452397
P2392ACT ci JACK 4
Job Reference (optional)
Mid-Fiorida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:38 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-TSV8HW29cQ?RMOdaZGyl7O5HfzbA5vZVe7uca2zcgbZ
2 0-11-4
1 1-12 0- -4
Scale = 1:13.8
1.5x4 11
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 5 >999 240 MT20 - 244/190
TCDL 10.0 Cumber DOL 1.25 BC 0.08 Vert(CT) -0.00 5 >999 180
BCLL 0.0 Rep Stress Incr YES WEI 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-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 1-0-0 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=160/0-4-0,3=-24/Mechanical, 4=-I/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=10(LC 10), 4=31(LC 10)
FORCES. (11b) -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; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(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 Ito 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. O'Regan PE No.58126
MiTek USA, Inc, FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 — 1010312015 BEFORE USE.
Design valid for use only with MiTek(g) 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 Bet
ibuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fa b rication, storage, delivery, ere ct ion and b raci n g of I ru sses a nd truss system s, see ANSIITPI1 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, FIL 36610
Job Truss Truss Type Qty Ply Park Sq/Barceiona-A or C—TRAY
T13452398
P2392ACT Cil JACK 22
Job Reference (optional)
Mid-FlOnda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTelk Industries, Inc. Fri Mar 9 10:51:39 2018 Page 1
ID:ItiEj.2vqrkv4uEJUYC2jFzkFng-xe3WUs3nNk7l—YCm6—UGgEdTzNyWqMpftneA6UzcgbY
1-0-0 1-0-0
2x4 =
LOADING (psft SPACING. 2-0-0 cSI. DEFL. in loc) I/clefl L/d
20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 5 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) 0.00 5 999 180
BCLL 0.0 Rep Stress Incr YES WEj 0.00 Horz(CT) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=10/Mechanical, 2=130/0-3-8, 4=-O/Mechanical
Max Horz 2=42(LC 12)
Max Uplift 3=-3(LC 9), 2=-73(LC 12)
Max Grav 3=11(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.
c?
Scale = 1:7.0
PLATES GRIP
MT20 - 244/190
Weight: 5 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOTCHORD 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; B=45ft, L=24ft, eave=4ft, Cat.
11; Exp 6; Encl., GCpi=0.18 ' MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 No.58126
MiTak USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FIL 33,610
Date:
March 9,2018
AWARNING - Verify design parameters andREADNOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTelk(D 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 lei"
building design. Bracing ind cated 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job T ss Truss Type Qty Ply Park Sq/Barcelona-A or C—TRAY
T13452399
P2392ACT CJ3 JACK 13
Job Reference (ontiona )
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries Inc. Fri Mar 9 10:51:39 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-xe3WUs3nNk7l—YCm6—UGgEdTcNxVqMpftneA6UzcgbY
1-0-0 3-0-0
2x4 =
LOADING (psf) SPACING- 2-0-0 CS1.
TCLI_ 20.0 Plate Grip DOL 1.25 TC 0.09
TCDL 10.0 Lumber DOL 1.25 BC 0.08
BCLL 0.0 Rep Stress Incr YES WB 0.00
BCDL 10.0 Code FBC2017ITP12014 Matnx-MP
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=71 /Mechanical, 2=188/0-3-8, 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(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
Scale: V=l'
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) -0.00 4-7 >999 240 MT20 244/190
Vert(CT) -0.01 4-7 >999 180
Horz(CT) -0.00 3 n/a n/a
Weight: 11 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOTCHORD 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, B=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(l) 2-0-0 to 2-11-4 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 Ito 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 No,58126
MiTak USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek'
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 36610
Job T ss Truss Type Qty Ply Park Scl/Barcelona-A or C_TRAY
T13452400
P2392ACT CJ3A JACK 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
2x4 —
3-0-0
8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:40 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-PrcuiC3Q82G9bhnygh?VDRAeAnHQZp3o6QNjewzcgbX
Scale: V=1'
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.01 3-6 >999 : 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 3-6 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 10 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) I =1 18/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 =1 18(LC 1), 2=76(LC 1), 3=54(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
NOTIES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft, eave=4ft, Cat.
11; Exio B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces & IVIWFRS 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) 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'Regan PE No.58126
MiTak USA, Inc. I'L Cert6634
6904 Parke East Blvd. Tampa FL 3361, 0
Date:
March 9,2018
WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev, 1010312015 BEFORE USE.
Design valid for use only with M!TekOD 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 Bel'
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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job T ss Truss Type Qty Ply Park Sq/Barcelona-A or C—TRAY
T13452401
P2392ACT CJ3T SPECIAL 4
Job Reference (optional)
Mid -Florida Lumber, Bartow, FIL.
c?
8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:41 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-ulAGvY42uLOODrM9EPWklfjoNBb2lGxyL47GBMzcgbW
2-1-12 -3 M-01-1-0 i '_
1 1 , , 1:6-1 2-1-12 _8
Scale: 1 "= 1'
LOADING (pso 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/TP12014
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)
cs
c?
2x4 =
CS1. DEFL. in (loc) I/defl, L/d PLATES - GRIP
TC 0.14 Vert(LL) -0.01 7 >999 240 MT20 244/190
BC 0.20 Vert(CT) -0.01 7 >999 180
WB 0.02 Horz(CT) 0.01 5 n/a n/a
Matrix -MP Weight: 13 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft, Cat.
11; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interjor(l) 2-0-0 to 3-0-0 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) 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'Regan PE No.58126
Walk USA, Inc. F L Cert 6634
6904 Parke East Blvd. Tampa FL 3361D
Date:
March 9,2018
AWARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE MII-7473 r— 1010312015 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 property incorporate this design into the overall Rol'
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 oftrusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C—TRAY
P2392ACT CJ5 JACK 10
Job Referen
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:41 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng_ulAGvY42uLOODrM9EPWklfjlVBa4lGlyL47GBMzcgbW
5-0-0
1_'_0 5-0-0
2x4
LOADING (pso SPACING- 2-0-0 CS1.
JCLL 20.0 Plate Grip DOL 1.25 TC 0.32
TCDL 10.0 Lumber DOL 1.25 BC 0.26
BCLL 0.0 Rep Stress Incr YES WB 0.00
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
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.
Scale= 1: 17.0
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) 0.04 4-7 999 240 MT20 244/190
Vert(CT) -0.06 4-7 >988 - 180
Horz(CT) -0.00 3 n/a n/a
Weight: 18 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOTCHORD 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, B=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(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=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.Dpsf 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.
Philip J. O'Regan PE No.58126
MiTek USA, Inc. FL,Cert 6634
6904 Parke East Blvd. Tampa FL 3361D
Date:
March 9.2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Del'
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 ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sure 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAYIqjolb T13452403
P2392ACT CJ5T SPECIAL 4 1
Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:42 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-MDkf7u5gffWtr?xLo6lzisFuRawNlj?5Zks,qjpzcgbV
2-1-12 2 5-0-0
2-1-12 6_ I1-0-0 1' 2 2-8-8
Scale = 1: 17.0
2x4
LOADING (psf]i SPACING- 2_D_0 cSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.50
TCDL 10.0 Lumber DOL 1.25 Bc 0.19
BCILL 0.0 Rep Stress Incr YES VVB 0.04
BCDL 10.0 Code FBC2017/TP]2014 Matrix -MP
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 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)
DEFL. in floc) I/defl L/d PLATES GRIP
Vert(LL) 0.11 6 >540 240 MT20 244/190
Vert(CT) -0.14 6 >421 180
Horz(CT) 0.07 5 n/a n1a
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
17
Weight: 19 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOTCHORD 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; B=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(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=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 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
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9.2018
WARNING - Verifydesig. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473— 1010312015 BEFORE USE.
Design valid for use only with MiTek& connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall tag,
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'
fab ncation, storage, delive ry, erect ion a n d b raci n g of truss as and tru ss 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 36610
Job T ss Truss Type Qty Park Sq/Barcelona-A or C—TRAYPly
T13452404
P2392ACT of MONO HIP 2 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:43 2018 Page 1
ID:ItiEj.2vqrkv4uEJUYC2jFzkFng-qQIIKE6lQzejS9VVXLqYCq4olQ_Bxmz—EoOcNFFzcgbU
1_0_0 7-4-14 14-3-4 1 -51 O
1-0-0 7-4-14 6-10-6 _1_
4x8 = I.5X4 11 Scale = 1:43.1
3x4 IX4 11 3x4 3x4 =
7-4-14 14-3-4
LOADING (ps
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
cSI.
TC 0.61
BC 0.56
WEI 0.88
Matrix -MS
DEFL in
Vert(LL) -0.07
Vert(CT) -0.17
Horz(CT) 0.02
loc) I/def! L/d
8-11 >999 240
8-11 >999 180
6 n/a n/a
PLATES-- GRIP
MT20 -244/190
Weight: 101 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-3-11 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 9-7-14 oc bracing.
REACTIONS. (lb/size) 6=649/Mechanical, 2=713/0-3-8
Max Horz 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.
TOPCHORD 2-3=-970/159, 3-4=-295/22
BOTCHORD 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
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 14-3-4, Exterior(2) 14-3-4 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 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 at=lb) electronically signed and6=207,2=146.
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
Ii USA, Ina. F L Celt 6634
6904 Parke East Blvd, Tampa FIL 33610
Date:
March 9,2018
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7473 r— 1010312015 BEFORE USE.
Design valid for use only with MiTekS) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
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
fa bricatio n, storag e, delive ry, erect ion and bra cing of truss es and tru ss 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, Sulte M2, Alexandria, VA22314. Tampa, FL 36610
Job T ss T uss Type Qty Ply Park Sq/Barcelona-A or C_TRAY
T13452405
P2392ACT D1T SPECIAL 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
2-3-8 6-0-8
5x5 ---
8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:43 2018 Page 1
ID:ItiEj.2vqrkv4uEJUYC2iFzkFng-qQIIKE610zejS9VVXLqYCq4oxL_6Fm7fEoOcNFFzcgbU
M-8 2-0-8
Scale = 1:29.5
6 9
4x8
2X4 1.5x4
2.4
4x8
1.5x4 11
2X4
2:1 174 O
6' 2-1-1 O_'
Plate Offsets (X,Y)- [2:0-2-9,0-2-21, [4:0-2-1,0-2-61
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES, GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.18 6-13 >999 240 MT20 244/190
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 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 83 lb FT 20%
LUMBER- BRACING-
TOPCHORD 2x6 SP No.1 *Except* TOPCHORD Structural wood sheathing directly applied.
3-5:2x6 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
BOTCHORD 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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-292/113, 2-3=-1227/407, 3-4=-1227/407, 4-5=-285/117
BOTCHORD 2-6=-255/1097, 4-6=-255/1097
WEBS 3-6=-1 14/529
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=4ft, Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-3-0, Interior(l) 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 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) Bearing at joint(s) 1 considers parallel to grain value using ANSIfTPI 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 1 DO lb uplift at joint(s) except Ot=lb)
I =1 48. 5=1 51.
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev. 1010312015 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 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 wilh possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TP11 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'Ragan PE No.58126
MiTsk USA, Ina. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
Nit
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C—TRAY
T13452406
P2392ACT D2 MONO HIP 2
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTelk Industries, Inc. Fri Mar 9 10:51:44 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-IcsPYa7wBGma4J4kvX3RNHLE?OZ2vuYOl2LxnhzcgbT
1-D-0 6-4-14 12-3-4 16-5-0
1_0_0 6-4-14 5-10-6 4-1-12
4x8 =
14
1,5x4 11 Scale = 1:38.5
3X4 1 x4 3x4 3X4
LOADING (psf), SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES_ GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.04 8-11 999 240 MT20 2441190
TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(CT) 0.11 8-11 999 180
BCLL 0.0 Rep Stress Incr YES WIB 0.61 Horz(CT) 0.02 6 n/a n/a
BCDL 10.0 Code FBC2017/TP]2014 Matrix -MS Weight: 95 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 2=713/0-3-8,6=649/Mechanical
Max Horz 2=231 (LC 12)
Max Uplift 2=1 59(LC 12), 6=-1 93(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1023/231, 3-4=-455/109
BOTCHORD 2-8=-393/872, 7-8=-393/872, 6-7=-1 56/335
WEBS 3-8=0/273, 3-7=-620/271, 4-7=-92/428, 4-6=-608/284
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(l) 2-0-0 to 12-3-4, Exterior(2) 12-3-4 to
16-3-4 zone,C-C for members and forces & M\AIFRS 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(s) except Ot=lb)
2=1 59, 6=1 93.
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
6904 Parke EaSt Bltid. Tampa FL 3361 D
Date:
March 9,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED VITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekID 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 andlor chord members only. Additional temporary and permanent bracing MiTek'
is al.ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C—TRAY
T13452407
P2392ACT D2T SPECIAL 2
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
2-3-8
c?
8-4-0
6-0-8
5x5
8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:45 2018 Page 1
ID:ItiEi_2vqrkv4uEJUYC2jFzkFng-moQnlw7YyauRiTfwTFagwVti3ooZE16XFi5UK8zcgbS
6-0-8 2-3-8
2x4
Scale = 1:30.6
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate G . rip DOL 1.25 TC 0.86 Vert(LL) -0.18 6-16 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.38 6-13 >523 180
BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.30 5 n/a n/a
BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Weight: 84 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x6 SP No.1 TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOTCHORD 2x4 SP No.2 *Except* BOTCHORD 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 (1b) or less except when shown.
TOPCHORD 1-2=-297/118, 2-3=-1 264/415, 3-4=-1 265/414, 4-5=-288/120
BOTCHORD 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=140rnph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-3-0, Interior(l) 3-3-0 to 8-4-0, Exterior(2) B-4-0 to
11-4-0 zone;C-C for members and forces & M\AIFRS 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/TP1 I 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 lb uplift at joint(s) except Ot=lb)
1=150, 5=153.
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with M!TekO 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 andlor 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, 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
MiTolk USA, Inc. FIL Cert6634
6904 Parke East 131A. Tampa FL 33610
Date:
March 9,2018
MiTek'
6904 Parke East Blvd.
Tampa, FIL 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C TRAY
T13452408
P2392ACT D3 MONO HIP 2
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. b.iiu s bep i* zu I I vi ieK mausines, Inc. rn [viar iu:o rffo u io rage I
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-E_9yF8AjuOlJcE6ly6vSiQZpCGUzM2hUMqlsazcgbR
5-4-14 10-3-4 16-5-0
1_0_0 5-4-14 4-10-6 6-1-12
3
4x8 =
4 14
Scale = 1:33.2
2x4
15 16 5
b
3x4
1 X4 3x4 3x4 —
LOADING (psf) SPACING- 2-0-0 cSI. DEFL. in loc) I/defl L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.04 6-7 999 240
TCDL 1 0.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.08 6-7 999 180
BCLL 0.0 Rep Stress Incr YES WEI 0.74 Hor7(CT) 0.02 6 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 2=713/0-3-8, 6=649/Mechanical
Max Horz 2=198(LC 12)
Max Uplift 2=-171(LC 12), 6=-192(LC 9)
FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1069/296, 3-4=-622/192
BOTCHORD 2-8=-424/919, 7-8=-424/919, 6-7=-224/503
WEBS 3-7=-484/231, 4-7=-71/409, 4-6=-640/286
PLATES GRIP
MT20 244/190
Weight: 90 lb FT = 20%
Structural wood sheathing directly applied or 5-5-2 oc purlins,
except end verticals.
Rigid ceiling directly applied or 9-0-2 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, h=25ft; B=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(l) 2-0-0 to 10-3-4, Exterior(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.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=171,6=192.
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 Cort 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEM11.7473 — 1010312015 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 verify the applicability ofdesign parameters and properly incorporate this design into the overall NOR'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional 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 oftrusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C TRAY
T13452409
P2392ACT 133T SPECIAL 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 a Sep 15 2017 MiTelk Industries, Inc. Fri Mar 9 10:51:47 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-iBXYAb9pUB89xmplafd8.?W7d5bVkivrqjOabOOzcgbQ
0 i -6-: 14-4-8 16-8-0
2-10-0 2-3-82-3-: 110 1- 0
5x8 =
c?
T6
21
6x6 =
2X4 11
Scale = 1:28.5
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLI_ 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TP]2014
CS1.
TC 0.95
BC 0.82
W3 0.38
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) - I/defl L/d
0.21 10-17 >944 240
0.43 10-17 >455 180
0.37 8 n/a n/a
PLATES- GRIP
MT20 244/190
Weight: 96 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x6 SP DSS *Except* TOPCHORD Structural wood sheathing directly applied or 2-6-7 oc purlins.
4-5: 2x6 SP No.2 BOTCHORD Rigid ceiling directly applied or 9-7-3 oc bracing.
BOTCHORD 2x4 SID No.2 *Except*
11-12,13-14: 2x4 SP No.3, 2-7: 2x6 SP No.1
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 =-319(LC 8), 8=-323(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-499/157, 2-3=-3354/1009, 3-4=-2784/860, 4-5=-2508/796, 5-6=-2799/866,
6-7=-3344/1014, 7-8=-492/159
BOTCHORD 2-10=-906/3251, 9-10=-675/2488, 7-9=-911/3232
WEBS 4-10=-241/1001, 5-9=-245/998, 3-10=-947/283, 6-9=-903/282
NOTIES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf ' h=25ft; B=45ft; L=24ft; eave=4ft, Cat.
11; Exp B; Encl., GCpi=0.181 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 This item has been
will fit between the bottom chord and any other members. electronically signed and6) Bearing at joint(s) 1, 8 considers parallel to grain value using ANSI1TP1 1 angle to grain formula. Building designer should verify sealed by ORegan, Philip, PEcapacityofbearingsurface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) using a Digital Signature.
1=319,8=323. Printed copies of this
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 149 lb down and 171 lb up at document are not considered
7-0-0, and 96 lb down and 102 lb up at 8-4-0, and 149 lb down and 171 lb up at 9-8-0 on top chord, and 291 lb down and 108 lb up signed and sealed and the
at 7-0-0, and 59 lb down at 8-4-0, and 291 lb down and 108 lb up at 9-7-4 on bottom chord. The design/selection of such signature must be verifiedconnectiondevice(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 (B). On any electronic copies.
Philip J. O'Regan PE Ko.58126
LOAD CASE(S) Standard MiTek USA, Inc. FL Cert 6634
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25 6904 Parke East Blvd. Tampa FL 33610
Uniform Loads (plf) Date:
Vert: 1-16=-82, 4-16=-60, 4-5=-60, 5-7=-60, 7-8=-82, 15-18=-20 March 9,2018
tWMfl4IR(9_P'a.RP'3_i'.parametexs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev, 1010312015 BEFORE USE.
Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIl Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Truss Truss Type Qty Ply Park Scl/Barcelona -A or C—TRAY
T13452409
D3T SPECIAL 1 1
Job Reference (optional)
Mid -Florida Lumber. Bartow, FL.
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 4=-1 02(F) 5=-1 02(F) 1 0=-291 (F) 9=-291 (F) 21 =-96(F) 22=-29(F)
8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:47 2018 Page 2
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-iBXYAb9pUB89xmplafd8?wzd5bVkivrqjOabOOzcgbQ
WARNING - Verify design parameters and READ NOrES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473n., 10/03/205 BEFORE USE.
Design valid for use only with MiTelkO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a ystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overalltrusss
M Re k' 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 persona[ 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 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq[Barcelona-A or C — TRAY
T13452410
P2392ACT D4 MONO HIP 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
1-M 4-4-14
8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:51:47 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-!BXYAb9pUB89xmplafd8?wzmzbX9iugqjOabOOzcgbQ
3-10-6 4-0-14
44
4
3X4
13 5 14
4-0-14
Scale = 1:29.2
1.5X4
6
3x4 = US = 3x4 =
psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/dLOADING
TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.09 7-8 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.18 7-8 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.02 7 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 2=713/0-3-8, 7=649/Mechanical
Max Horz 2=164(LC 12)
Max Uplift 2=-181(LC 12), 7=-208(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown.
TOP CHORD 2-3=-1 08 1 /367, 3-4=-802/256, 4-5=-665/269
BOTCHORD 2-8=-460/948, 7-8=-204/468
WEBS 3-8=-324/215, 5-8=-95/316, 5-7=-663/297
PLATES GRIP
MT20 244/190
Weight: 86 lb FT = 20%
Structural wood sheathing directly applied or 5-4-11 oc purlins,
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 ' h=25ft; B=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(l) 2-0-0 to 8-3-4, Exterior(2) 8-3- to
12-4-2 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=181,7=208.
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
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 r— 1010312015 BEFORE USE.
Design valid for use only with MiTek0connectors. This design is based only upon parameters shown, and is for an individual building component, not F=;R E9
a t russ system. Seto re use, the bu ilding designer must verify the a pplicability of cl e sign pa ra meters a nd p roperly inco rporate th i s design into I he overall gym
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 ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type aty Ply Park Sci/Barcelona-A or C TRAY
T13452411
P2392ACT D5 COMMON 3
Job Reference (optional)
Mid -Florida Lumber, Barlow, FL.
1-M
U4
4-5-4
B-4-0
3-10-12
8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:51:48 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-AN5wNxARFVGDZwOV8N8NX7Vxd?tORPA_ygJ8xSzcgbP
4x4 =
3x8 =
3-10-12 4-24
Scale = 1:30.2
3x4
6
LOADING (psf)
TCLL 20.0
TCDIL 10.0
BCLL 0.0
BCDIL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC201171TPI20114
CS1.
TC 0.33
BC 0.63
WB 0.18
Matrix -MS
DEFL. in
Vert(LIL) -0.08
Vert(CT) -0.17
Horz(CT) 0.02
loc) I/defl L/d
7-13 >999 240
7-13 >999 180
6 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 72 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-4-3 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WE B S 2x4 SP No.3
REACTIONS. (lb/size) 6=655/Mechanical, 2=718/0-3-8
Max Horz 2=88(LC 11)
Max Uplift 6=-155(LC 12), 2 200(1_C 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
TOPCHORD 2-3=-1091/381, 3-4=-817/289,4-5=-814/301, 5-6=-1077/387
BOTCHORD 2-7=-299/956, 6-7=-286/924
WEBS 4-7=-126/482, 5-7 297/11811, 3-7=-328/191
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft, L=24ft, eave=4ft, Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 8-4-0, Exterjor(2) 8-4-0 to
11-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=11.60 plate grip DOL=11.60
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 ot=lb) This item has been
6=155,2=200. 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. Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. &ARKDesignvalidforuseonlywithMiTekVconnectors. This design is based only upon parameters shown, and is for an individual building component, not FPPR H
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall sifta
building design. Bracing indicated is to prevent buckling of indimclual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and 10 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N Lee Street, S0e 312, Alexandra, VA 22314. Tampa, FL 36610
Job T ss Truss Type Qty Ply Park Sq/Barcelona-A or C—TRAY
T13452412
P2392ACT El HIP 1
Job Reference (optional)
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. I'd Mar 9 10:51:49 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-fZflbHA3OpOtA4zh!4fc4L26zPGNAtO7AK3hTvzcgbO
5-0-0 11-0-0
1 01 5-M 0
1
5-0-0
q1
3X4 =
LOADING (ps SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 1 0.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Incr NO
BCDL 10.0 Code FBC2017TTP12014
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 5=624/Mechanical, 2=690/0-3-8
Max Horz 2=57(LC 7)
Max Uplift 5=-160(LC 8), 2=-207(LC 8)
4X4 = 44 —
PX111111111121
Scale = 1:20.3
3x4 =
r
CS1. DEFL. in (loc) I/defi Lid PLATES GRIP
TC 0.35 Vert(LL) -0.04 6-10 >999 240 MT20 .. 244/190
BC 0.43 Verl(CT) -0.07 6-10 >999 180
WEI 0.08 Horz(CT) 0.01 5 n/a n/a
Matrix -MS Weight: 43 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-3-15 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1037/276, 3-4=-883/275, 4-5=-1024/275
BOTCHORD 2-7=-191/874,6-7=-190/883,5-6=-192/875
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuit=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; 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
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 at=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
5-0-0, and 170 lb down and 179 lb up at 6-0-0 on top chord, and 86 lb down at 5-0-0, and 86 lb down at 5-11-4 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 (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-4=-60, 4-5=-60, 8-11 =-20
Concentrated Loads (lb)
Vert: 3 123fl 4=-123(F) 7=-64(F) 6=-64(F)
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 Cert 6634
6904 Parke East Blvd. Tampa FIL 3361D
Date:
March 9,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(D 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
ibuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pernnanent bracing MiTek'
s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabricalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate lnstlule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type city Ply Park SqfBarcelona-A or C—TRAY
T13452413
P2392ACT F1 ROOFTRUSS 3
Job Reference (optional)
vio-t-ionaa Lumber
0-1-8
H 1 1-3-0
banow. t-L.
i 1-11-12
3x3 3x3 = 3x6 FP = 4x8
2 3 4 5
8'1 3o s 6ep 15 2017 MtTeK Industries, Inc. Fn Mar 9 10:51:52 2018 Page 1
ID:ItiEj.2vqrkv4uEJUYC2jFzkFng-38LRDJDxJkmSiXiGNDCKizgWacAtN6rZtIHM4EzcgbL
1
2-0-0
3x4 3x4 = 1.3 3x3 3x3 3x3
6 7 8 9 10 11
Srale = 1:40.1
46
12
27 26 25 24 23 22 21 20 19 18 17 16 is 14 13
1 X3 11 3X3 = lx3 11 1 X3 11 3X3 = 3X3 11 4x5 3X4 3x4 1X3 11 3x3 = 3x3 4X5 = 3X3 11
3x6 FP
Z-7-4 15-0-8 23-11-12
7-74 7-5-4 8-0-0
Plate Offsets (X,Y)— 19.0-1-8.Edgel
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) 0.20 17-18 956 360 MT20 244/190
TCIDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(CT) 0.28 17-18 704 240
BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.04 13 n/a n/a
BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weiqht: 123 lb FT = 20%F. 11 %E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD
BOTCHORD 2x4 SP No.2(flat) *Except*
16-27, 2x4 SP No. 1 D(flat) BOTCHORD
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 27=287/0-8-0.13=839/0-3-8,22=1477/0-8-0
Max Uplift 27=-1 (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.
TOPCHORD 1-27=-365/0, 12-13=-847/0,1-2=-273/30, 2-3=-493/174, 3-5=-128/461, 5-6=-397/0,
6-7=-1721/0,7-8=-2660/0,8-9=-2660/0,9-10=-2613/0,10-11=-2034/0,11-12=-842/0
BOTCHORD 25-26=-174/493, 24-25=-1741493, 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=-40/370,2-26=-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=-782/0,
10-17=0/288, 7-19=0/742, 9-17=-289/171, B-19=-303/0, 5-22=-1432/0
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 2-2-0 oc bracing.
NOTIES-
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 lb uplift at joint(s) 27.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10cl (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 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.68126
MiTok USA, Inc. Fl. Cert 6634
6904 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 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nit
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 ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Surte 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sci/Barcelona-A or C—TRAY
T13452414
P2392ACT F2 ROOFTRUSS 5
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:57 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-Q68KGOH47GPk8JaDAmoVPlNQMdwx2NIJOa?7[RzcgbG
0-1-8
H 1 1-3-0 1-11-12 1-3-0
Scale = 1:38.8
3x3
1x3
1x3 3x3
1 2
9
8
27 26 25
1 X3 11 3X3 = IX3
IX3 11 3X3 =
3x6 MT20HS FP 4x6 3x4 3x3 = 1x3 11 3x3 3x3 3x3 46
3 4 5 6 7 8 9 10 11 12 13
24 23 22 21 20 19 18 17 16 15 14
3x3 3x6 4x5 3x4 3x3 1 X3 3x6 MT20HS FP 4X4 = 3x3
3x3 = 3x3
9
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0, Plate Grip DOL 1.00 TC 0.58 Vert(LL) , -0.15 18-19- >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.76 Vert(CT) -0.21 18-19 >895 240 MT20HS 187/143
BCLIL 0.0 Rep Stress Incr YES WEI 0.57 Horz(CT) 0.04 14 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 121 lb FT = 20%F, 11 %E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No. 1 (flat) *Except* except end verticals.
14-17: 2x4 SP No.2(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 27=295/0-8-0,14=799/0-3-8,23=1427/0-8-0
Max Uplift 27=-1 (LC 4)
Max Grav 27=375(LC 3), 14=81 1 (LC 7), 23=1 436(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (D) or less except when shown.
TOPCHORD 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=-1 609/0, B-9=-2415/0, 9-1 0=-2415/0, 10-11 =-2390/0, 11-12=-1 900/0,
12-13=-794/0
BOTCHORD 25-26=-1 73/511, 24-25=-1 73/511, 23-24=-459/222, 22-23=-844/0, 21-22=0/1 134,
20-21=0/2087, 19-20=0/2415, 18-19=0/2415, 16-18=0/2286, 15-16=0/1493
WEBS 6-23=-1038/0, 1-26=-471385, 5-23=-641/0, 2-26=-309/188, 5-24=01608, 3-24=-292/0,
13-15=0/1057, 6-22=0/1206,12-15=-972/0, 7-22=-1092/0, 12-16=0/565, 7-21=0/697,
11-16=-537/0,8-21=-709/0,8-20=0/611
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 3-10d (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.
Philip J, O'Regan PE No.58126
Walk USA, Inc. FIL Cott 6634
6904 Parke East Blvd. Tarnpa FIL 3361 a
Date:
March 9,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 rev 1010312015 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 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 ANSIfTPl1 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Barrelona-A or C—TRAY
T1345241
P2392ACT F3 GABLE 1
at)
Mid -Florida Lumber, Bartow, FL.
0-48
1 2
41
42 41
8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:58 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-uliiUMHivaXbIS9QkTJkxEv ilRznxWSFEkgHtzcgbF
Scale = 1:37.8
3x3 11 3x6 FP — 3x3
3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21
40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22
3x3 11 3x6 FP 3x3 11
11-5-4 12-9-4
1 :10-94 i 2-1-4 M-4 4 1 741 -51 4ll9- 1 10 1N 8 12: 1TI44.Z 1T69-4 1 18-' -64 19_5_-4 i 2'P'_,r 22-1. N-4Zo '_Z 1 -1 1- -0V 6- 6- 12' 4: 1: 0 Vlt 1+41-..12 1- 10 Z7 T-4 T4o Z4
0-54
LOADING (ps: SPACING- 2-0-0 CS1. DEFL. in loc) I/clefl Lid PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr NO W13 0.06 Horz(CT) 0.00 22 n/a n/a
BCDL 5.0 Code FBC2017ITP12014 Matrix-R Weight: 104 lb FT = 20%F, 11 %E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD 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 lb 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 1x3 MT20 unless otherwise indicated.
2) Gable requires continuous bottom chord bearing.
3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
4) Gable studs spaced at 1-4-0 oc.
5) Recommend 2x6 strong backs, 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)
Vert: 22-42=-10, 1-21=-100
Concentrated Loads (lb)
Vert: 7 552
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
6904 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 rev, 1010312015 BEFORE USE.
Design valid for use only with MTek(S) c nnoctons, This design is based only upon parameters shown, and is for an individual building component, not
a tru ss system. Before use, th a buildingodesigner must verify the applicability of design parameters and properly incorporate this design into the overall Bel'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
s atways 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, sea ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Surte 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type city Ply Park Sq/Barcelona-A or C_TRAY
T13452416
Job
P2392ACT F4 ROOFTRUSS 2 1
Reference (optional)
Mici-t-loritta Lumber, t3arlow, FL.
0-1-8
H 1 1-3-0
05
1x3
1x3
I
7
6
8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:59 2018 Page 1
ID:ItjEj_2vqrkv4uEJUYC2jFzkFng-MVG4hilKftfSNckcHBrzUSSiDRbKWDgbUuUDpKzcgbE
i 2-1-8
Scale = 1 36.5
3X5
44 3x5 3x5 = 1x3 11 3x3 3x3 = 3x6 MT20HS FP
2 3 4 5 6 7 8 9
4x4 5x6
10 11
2X4 11 5x6 4x4 3x8 MT18HS FP 3X4 1X3 11 3x3 3X4 = 1X3 11 4x4 5x6 = 3x3
1x3 11 3x4 =
LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid
TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) -0.45 18 >575 360
TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(CT) -0.62 18 >420 240
BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.09 12 n/a n/a
BCDL 5.0 Code FBC20171TPI2014 Matrix-S
LUMBER- BRACING -
TOP CHORD 2x4 SP No. 1 D(flat) *Except* TOPCHORD
8-11: 2x4 SP No.2(flat)
BOTCHORD 2x4 SP No. 1 (flat) *Except* BOTCHORD
12-21: 2x4 SP DSS(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 25=1 186/0-8-0, 12=1 186/0-3-8
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-25=-1180/0,11-12=-1179/0,1-2=-1168/0,2-3=-3056/0,3-4=-4375/0,4-5=-5228/0,
5-6=-5228/0,6-7 5104/0,7-9=-4419/0,9-10 3092/0,10-11=-1221/0
BOTCHORD 23-24=0/2260, 22-23=0/3869, 20-22=0/3869, 19-20=0/4872, 18-19=0/5228, 17-18=0/5228,
16-17=0/4909,15-16=0/3891,14-15=013891,13-14=0/2310
WEBS 11-13=0/1626,1-24=0/1588, 10-13=-1514/0,2-24=-1519/0, 10-14=0/1087,2-23=0/1108,
9-14=-1086/0, 3-23=-1 104/0, 9-16=0/718, 3-20=0/688, 7-16=-681/0, 4-20=-691/0,
7-17=0/475, 4-19=-47/847, 6-17=-576/232, 5-19=-363/0
PLATES GRIP
MT20 244/190
MT20HS 187/143
MT18HS 244/190
Weight: 114 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.
4) 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.
Philip J. O'Regan PE No.58126
MiTak USA, Ina. F L Cort 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 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 verify the applicability of cl sign 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' s 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 ANSIfTPI1 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 3660
Job Truss Truss Type t_ Park Sq/Barcelona-A or C—TRAYPly
T13452417
P2392ACT F5 ROOFTRUSS 5 1
Job Reference (optional)
Mia-1-10naa Lumber, Bartow, I-L.
i 1-3-0
4x5
1x3
1
4
4x4
2
8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:00 2018 Page I
ID*ItiEj_2vqrkv4uEJUYC2jFzkFng-qhqSv2JzQBnJ?mJoruMCOf?surylFhaliYDnMmzcgbD
Scale = 1:35.6
3x3 = 3x5 1x3 11
3x3 3x4 = 1 X3 11 1x3 11 3x3 3x6 MT20HS FP = 45 = 1x3
3 4 5 6 7 8 9 10 11 12
3X3 11 4x6 3x8 MT1 8HS FP = 3x4 3x3 3x3 3x5 4x5 3x6
4X4 = 3x3 =
25 9
12-4-0 1 21 LQ---' 41
1 I-C) 2 -0 21-1 5-10-0 1 J6 -_0
Plate Offsets (X,Y)— [1:Edge,0-1-81, 08:0-11-8,Edgel
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES- GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.42 16-17 >599 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.72 Vert(CT) -0.58 16-17 >435 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.09 13 n/a n/a MT18HS 244/190
BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight: 109 lb FT = 20%F, I 1%E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.11(flat) *Except* TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
9-12: 2x4 SP No.2(flat) except end verticals.
BOTCHORD 2x4 SP No.1(flat) *Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
13-20: 2x4 SP DSS(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 23=1 15310-3-8, 13=1 153/0-4-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-23=-1 148/0, 1-2=-1 191/0, 2-3=-3015/0, 34=4220/0, 4-5=-4999/0, 5-6=-4999/0,
6-7=-4999/0, 7-8=-4640/0, 8-1 0=-3690/0, 10-11 =-2177/0
BOTCHORD 21-22=0/2249, 19-21 =013748, 18-19=0/4686, 17-1 8=0/4999, 16-17=0/4938, 15-16=0/4296,
14-15=0/3066, 13-14=0/1257
WEBS 11-13=-1671/0, 1-22=0/1538, 11-14=0/1279, 2-22=-1472/0, 10-14=-123710, 2-21=0/1064,
10-1 5=0/868, 3-21 =-I 020/0, 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
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) Recommend 2x6 strong backs, 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.58126
MiTtilk USA, Inc. FL Cort 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(E) 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 saw
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
i s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fa to rication, storage, d el ive ry, erect !on and b racing of t russes and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/13arcelona-A or C—TRAY
T13452418
P2392ACT F5A GABLE 1
Mid -Florida Lumber, Barlow, FL.
3x3
1 2
r
3 4 5 6 7 8 9
8.130 s Sep 15 2017 MiTelk Indu s, Inc. Fri Mar 9 10,52,01 2018 Page 1
ID:ItiEj.2vqrkv4uEJUYC2jFzkFng-ltOq6OKbBVvAdwu?PctRZtYDIFSf—JnuxCzKuCzcgbC
Scale = 1:35.6
3x6 MT20HS FP 3X3
10 11 12 13 14 15 16 17 18
36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19
3x3 11 3x6 MT20HS FP = 3x3
lo-M 10-11-8
4-0 1 6 8:0 1 8-0- 2-8- 4-0-Q 0Q 0 11;0i 12F -0 1 101 1 1 1 lo' i 11t4;1 i 1 IFI-60 i 2 i 214;1
1-4-0 14-2. 14-11 1 TI: 1_ 711
1
0-8-8 0-3-8
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/def! L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 — 244/190
TCDL 10.0 Lumber DOL ' 1.00 BC 0.01 Vert(CT) n/a n/a 999 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 19 n/a n/a
BCDL 5.0 Code FBC2017frPI2014 Matrix-R Weight: 94 lb FT = 20%F, 11 %E
LIJII BRACING-
TOPCHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. All bearings 21-4-0.
lb) - Max Grav 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. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) All plates are MT20 plates unless otherwise indicated.
2) All plates are 1x3 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.
This item has been
electronically signed and
sealed by DRegan, 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
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(g) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPIl Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C—TRAY
T13452419
P2392ACT F6G ROOFTRUSS 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
0-1-8
H 1 1-3-0
2x6
1x3
1
2
6x6
2
8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:02 2018 Page 1
ID:ItiEj.2vqrkv4uEJUYC2jFzkFng-m3yDJkKDyo1 1 E4TBzJOg644GPeaSjYFlAsitQezcgbB
i 1-11-12
Scale = 1:32.6
4x6 11 5X6 11 4X6 11 2X6 11 3X6 11 3x6 11 4X6 11 7X6 11 3x6 11
3 4 5 6 7 23 8 9 10 11
9
4X6 11 6x6 3X6 11 5x6 11 2x6 11 3x6 11 3X6 11 3x6 11 6x7 6x6
1x3 =
X
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d
TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Verl(LL) 0.31 15-16 745 360
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 VVB 0.91 Horz(CT) 0.06 12 n/a n/a
BCDL 5.0 Code FBC2017ITP12014 Matrix-S
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD
BOTCHORD 2x4 SP-No.1 (flat)
WEBS 2x4 SP No.3(flat) BOTCHORD
REACTIONS. (lb/size) 12=1908/0-3-8,21=1244/0-8-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2620/0, 34 3761/0, 4-5=-5278/0, 5-6=-6147/0, 6-7=-6147/0, 7-8=-6398/0,
8-9=-5251/0, 9-1 0=-3782/0
BOTCHORD 20-21=0/1520,19-20=0/3761, 18-19=0/4588,17-18=0/6147,16-17=016147,15-16=0/6521,
14-15=0/6150,13-14=0/5251, 12-13=0/2334
WEBS 10-12=-2972/0,2-21=-1918/0,10-13=0/1915,2-20=0/1456,9-13=-190610,9-14=0/71 1,
3-20=-14B0/0,3-19=01706,8-14=-1 165/D, 4-19=-1072/0, 8-15=0/396, 4-18=0/993,
7-15=-382/77, 5-18=-1 344/0, 7-16=-8371363, 5-17=-62/432
PLATES GRIP
MT20 244/190
Weight: 152 lb FT = 20%F, I 1%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 strong backs, 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) 357 111 down at 13-5-8, and 357
lb 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 (pl
Vert: 12-21=-10, 1-11=-100
Concentrated Loads (lb)
Vert: 10 357(1`) 9=-357(F) 23 357(1`)
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. O'Regan PE No.58126
MiTek USA, Inc, Fl. Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 re, 101031205 BEFORE USE.
Design valid for use only with MiTek(l) 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 MiTek'
s 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 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C TRAY
T13452420
P2392ACT F7G ROOFTRUSS 1 1
Job Reference (ootional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:03 2018 Page 1
ID:ItjEj_2vqrkv4uEJUYC2jFzkFng-EGVbX4Ld69usElNWlvveldSk2wWSO?BOVSRy5zcgbA
0-1-8
H 1 1-3-0 1-11-12
Scale = 1:32.6
2x6
1x3
I
2
7x6 11 4X6 11 3X8 11 3x6 11 2x6 11 5X6 11 4x6 11 4X6 11 6x6 3x6 11
2 3 4 23 5 6 7 8 9 10 11
9
5X6 11 6x7 3X8 11 3x6 11 2x6 11 4X6 11 4x6 11 3X6 11 6x6 6X6
1X3 =
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) - I/defl L/d
TCILL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) 0.30 17 769 360
TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(CT) 0.41 17 559 240
BCLL 0.0 Rep Stress Incr NO WEI 0.88 Horz(CT) 0.06 12 n/a n/a
BCDL 5.0 Code FBC2017fTP12014 Matrix-S
LUMBER- BRACING -
TOP CHORD 2x4 SP NO.2(flat) TOPCHORD
BOTCHORD 2x4SPNo.l(flat)
WEBS 2x4 SP No.3(flat) BOTCHORD
REACTIONS. (lb/size) 12=1281/0-3-8,21=1758/0-8-0
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown.
TOPCHORD 2-3=-3572/0, 3-4=-5014/0, 4-5=-6426/0, 5-6=-6667/0, 6-7=-6667/0, 7-8=-5422/0,
8-9=-3866/0, 9-1 0=-2693/0
BOTCHORD 20-21 =0/2174, 19-20=0/5014, 18-1 9=0/6029, 17-18=0/6667, 16-17=0/6667, 15-16=0/6103,
14-15=0/4775, 13-14=0/3866, 12-13=0/1 549
WEBS 10-1 2 1 971/0, 2-21 =-2744/0, 10-13=0/1 514, 2-20=0/1 850, 9-13=-1 520/0, 9-14=0/773,
3-20=-1 870/0, 3-19=0/820, 8-14=-1 179/0, 4-19=-1 316/0, B-15=01856, 4-1 8=0/618,
7-15=-901/0, 5-18=-712/162, 7-16=-80/1157, 5-17=-385/145, 6-16=-430/0
PLATES GRIP
MT20 244/190
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 ANSIrTPI 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 lb down at 1-9-8, 239 lb
down at 3-9-8, and 239 111 down at 5-9-8, and 239 lb down at 7-9-8 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 =-1 0, 1 -11 =-1 00
Concentrated Loads (lb)
Vert: 2=-239(B) 3=-239(B) 5=-239(B) 23=-239(B)
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
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
March 9,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev, 1010312015 BEFORE USE.
Design valid for use only with MiTek(ID 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 venfy the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park SqtBarcelona-A or CjRAY
T13452421
P2392ACT F8 ROOFTRUSS 4
Job Reference (optional)
Mid-i-loncla Lumber, Barlow, FL.
13
cii
0-1-8
H i 1-3-0
8' 130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:04 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-iS3zkPMTUQHIUNca4kQ8BVAfYSOJBcJKd9B—VXzcgb9
071:P
ScAFe'= 1:16.8
1x3 3x3 1 X3 11 1 X3 11 3x3 3x3 =
1 3x3 2 3 4 5 6 lx3
3x3
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 :Plate Grip DOL 1.00 TC 0.39 - Vert(LL) -0.05 10-11 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(CT) -0.06 10-11 >999 240
BCLL 0.0 Rep Stress Incir YES WB 0.30 Horz(CT) 0.01 7 n/a n1a
BCDL 5.0 Code FBC2017fTP12014 Matrix-S
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORC
BOT CHORD 2x4 SP NO.2(flat)
WEBS 2x4 SP No.3(flat) BOTCHORC
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.
TOPCHORD 1-1 2=-53510, 6-7=-535/0, 1-2 492/0, 2-3=-1 089/0, 3-4=-1 089/0, 4-5=-1 089/0, 5-6=-492/0
BOTCHORD 10-11 =0/912, 9-1 0=0/1 089, 8-9=0/912
WEBS 6-8=0/632, 1 -11 =0/632, 5-8=-583/0, 2-11 =-583/0, 5-9=0/380, 2-1 0=0/380
3x3 =
Weight: 54 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) 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.58126
MiTek USA, Inc. Fl. Cerl:6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
AWARNING. ftify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Welke connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
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 ANSI1TPl1 Quality Criteria, DSB-89 and ECS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq/Barcelona-A or C—TRAY
T13452422
P2392ACT F8A ROOFTRUSS 1
Job Reference (ootionah
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:05 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2iFzkFng-BedLyIN5FjPc5XBmeRxNjjioFsjww4JUspxYlzzcgb8
0-1-8
1-3-0 1-11-0 014H11i
Scale = 1:16.8
13
1x3 = 3x3 1 x3 11 1 x3 11 3x3 3x3 =
1 3x3 2 3 4 5 15 6 1x3
3x3 =
14
11 10 9 3X3 7
TRUSS IS NOT DESIGNED TO SUPPORT CONCENTRATED
LOADS AT ITS CANTILEVERED END(S).
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/clefl Ud
TCLL 40.0 Plate Grip DOL Do TC 0.53 Vert(LL) 0.07 10-11 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.50 Vert(CT) 0.09 10-11 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.01 8 n/a n/a
BCDL 5.0 Code FBC2017f-rPI2014 Matrix-S
LUMBER- BRACING-
PLATES GRIP
MT20 244/190
Weight: 54 Ito FT = 20%F, 11 %E
TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD 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=626/0-3-8
Max Grav 12=460(LC 3), 8=626(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown.
TOPCHORD 1-12=-464/0,1-2=-415/0,2-3=-76810,3-4=-768/0,4-5 76810
BOTCHORD 10-11=0/739,9-10=0/768,8-9=0/423
WEBS 1-11=01531,5-8=-730/0,2-11=-451/0,5-9=0/49D
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 3-1 Od (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.58126
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa Fl. 3361D
Date:
March 9,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev, 1010312015 BEFORE USE. ELMER* Design valid for use only with MiTeUD 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
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Instilute, 218 N. Lee Street, Suite 312, Aexandria, VA 22314. Tampa, FIL 36610
Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C-TRAY
T13452423
P2392ACT F9 ROOFTR USS 4
Job Reference (optional)
mia-t-ionaa Lumber, Bartow, F-L.
i 1-3-0 -1 i 1-4-8 i
8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:06 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-frBj95OjOlXTjhmyC9TcGwFv-GyJfV?d5Tg5ZQzcgb7
i 1-5-8
Scale= 1: 16.7
1 X3 11 1x3 11 3X6 MT20HS 1 x3 11 1 x3 11 3x6
I 3x6 2 3 4 5 6 7
1
3.3 11
9
3x3 = 3.3 11
4-4-8 1 7:6-0 i 1 14-4-8 011 3-0-0 N'210
LOADING (ps SPACING- 2-0-0 CS1.
TCLL 40.0 Plate Grip DOL 1.00 TC 0.78
TCDL 10.0 Lumber DOL 1.00 BC 0.94
BCLL 0.0 Rep Stress Incr YES WB 0.35
BCDL 5.0 Code FBC2017/TP12014 Matrix-S
LUMBER-
TOPCHORD 2x4 SP No.2(flat)
BOTCHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 14=440/Mechanical, 8=251 /Mechanical, 9=280/0-8-0
Max Grav 14=443(LC 3), 8=251 (LC 1), 9=321 (LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (1b) or less except when shown.
TOPCHORD 1-14=-485/0,7-8=-320/0,1-2=-567/0,2-3=-567/0,3-4=-567/0, 4-5=-417/0,
5-6=-417/0, 6-7=-417/0
BOTCHORD 12-13=D/567, 11-12=01823, 10-11 =0/823, 9-1 0=0/417
WEBS 1-1 3=0/740, 4-12=-337/0, 2-13=-312/0, 7-9=0/544, 4-1 0=-532/0, 6-9=-385/0
DEFL. in (loc) I/defl .- Ud PLATES- GRIP
Vert(LL) -0.12 10-11 >726 360 MT20 244/190
Vert(CT) -0.17 10-11 >531 240 MT20HS 187/143
Horz(CT) 0.01 8 n/a n/a
Weight: 53 lb FT = 20%F, 11 %E
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
2-2-0 oc bracing: 10-11.
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 strong backs, 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.
Philip J, gRegan PE No.58126
MiTak USA, Inc. F L Cart 6634
6904 Parke East Blvd. Tampa FL 33,610
Date:
March 9,2018
AWARNING. Verify design parameters and READ NOrES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(E) 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 HER
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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Type Park Sq/Barrelona-A or C—TRAYTtyPly
T`13452 4
P2392ACT GABLE 1 1
Job Reference (ootionah
2 1x3 11 3 1x3 11
ts.i6u s bep It, ZU11 Mllelk inaustries, Inc. --n mar 9 iu:bz:ufj zulu Flage 1
ID:ItiEj.2vqrkv4uEJUYC2jFzkFng-frBj95OjOlXTjhmyC9TcGwF4qGApfa_d5Tg5ZQzcgb7
Scale= 1:12.7
4 1x3 11 5 1X3 11 6 3X3 11
9
12 11 10 9 8 7
3x3 11 1x3 11 1x3 h 1x3 11 1 X3 11 3X3 11
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/def] L/d PLATES GRIP
JCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a nia 999 MT20 - 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress lncr YES WB 0.03 Horz(CT) 0.00 7 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-R Weight: 33 lb FT = 20%F, 11 %E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. All bearings 6-10-0.
lb) - Max Grav All reactions 250 Ito or less at joint(s) 12, 7, 8, 9, 11, 10
FORCES. (lb) -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 3-10d (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.58126
M!Tok USA, Ina. FL Con 6634
69D4 Parke East Blvd. Tampa FL 33,61 D
Date:
March 9,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(S) 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 MiTek*
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 36610
Job Truss uss Type Qty Ply Park Sq/Barcelona-A or C—TRAY
I GA 52425
P2392ACT F10 B L E 1 1
Job Reference (opt ona
ivua-riorma LUmDer, banow, t-L.
004
1 1x3 2 1x3
16
1x3 =
1x3 =
15
5.113t)sbep 1b2017 MiIeK Industries, Inc. Fn Mar 9 10:51:522018 Page 1
ID:ItiEj.2vqrkv4uEJUYC2jFzkFng-38LRDJDxJkmSlXiGNDCKizghJcOaNFYZtIHM4EzcgbL
3 1x3 11 4 1x3 11 5 IX3 11 6 1x3 11 7 3X3 11
Scale = 1: 13.4
14 13 12 11 10 9 8
1x3 11 1 X3 11 1 x3 11 1 X3 11 1x3 11 1X3 11 3X3 11
37 4 -41_hl 1 _
112 14 02 1'
LOADING (psf) SPACING- 2-0-0 CsI. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(CT) -0.00 8 n/a n/a
BCDL 5.0 Code FBC2017rTP12014 Matrix-R Weight: 35 lb FT = 20%F, 11 %E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 7-2-8 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verlicals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. All bearings 7-2-8.
lb) - Max Grav All reactions 250 lb or less at joint(s) 14, 11, 12, 13, 10, 9 except 8=1 291 (LC 1)
FORCES. (b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 7-8=-1287/0
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 3-1 Dd (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 lncrease=1.00
Uniform Loads (plf)
Vert: 8-14=-10, 1-7=-100
Concentrated Loads (lb) This item has been
Vert: 7=-1265 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. O'Regan PE No.58126
MiTak USA, Inc. Fl. Cort 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
March 9,2018
WARNING Verify d..ig. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(b connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSl/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C—TRAY
T13452426
P2392ACT F11 ROOFTRUSS 6
Job Reference (optional)
rvuu-rivilU LUFTIVel, uaRow,rL.
0-1-8
i 1-3-0
3x3
12
it
6'1 3U s z5ep I b 2ul t MI I eK Inaustnes, Inc. F- ri Mar 9 10:51:54 2018 Page 1
1 D:ItiEj_2vqrkv4uEJUYC2jFzkFng-?XTBe?ECrLOAHrrfVeFonOlxvQ—?r6msKcmS86zcg bJ
3x3
2 3 3x3
3x6
4
1x_ 1X3
1 x3%/
3X3 IX3 11 1X3 11 3x3
8 7 6 5
3x3 11
Scale = 1: 12.9
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate. Grip DOL 1.00 TC 0.47 Vert(LL) -0.02 6-7 >999 360 MT20 244/190
TCDL 10.0 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 n/a
BCDL 5.0 Code FBC2017[TP12014 Matrix-S Weight: 39 lb FT = 20%F, I 1%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD 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 (D) or less except when shown.
TOPCHORD 1-10=-358/0, 4-5=-359/0,1-2=-269/0,2-3=-525/0,3-4=-279/0
BOTCHORD 8-9=0/525, 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 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. VRegan PE No.58126
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 3361D
Date:
March 9,2018
AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 re, 1010312015 BEFORE USE.
Design valid for use only with MiTek(D 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 properly damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCS] Building Component 6904 Parke East Blvd.
Safety Infortration available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FIL 36610
Job Truss Truss Type Qty Ply Park Sq[Barcelona-A or C—TRAY
T13452427
P2392ACT F11G ROOFTRUSS 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
12
0-1-8
k_
8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:51:54 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-?XTBe?ECrLOAHrrfVeFonOlqtQuGr3ksKcmS86zcgbJ
3x3 3x6
1 3x4 2 3 3x3 4
1X3
x3
3X4 IX3 1x3 3x4
8 7 6
3x3 11
Scale = 1:12.9
LOADING (pso
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr NO
Code FBC2017rTP12014
CS1.
TC 0.92
BC 0.76
WEI 0.37
Matrix-S
DEFL. in
Vert(LL) -0.04
Vert(CT) -0.05
Horz(CT) 0.01
loc) I/defl Ud
6-7 >999 , 360
6-7 >999 240
5 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 39 lb FT = 20%F, 1 1%E
LUMBER- BRACING-
TOPCHORD 2x4SPNo.l(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 1 0=774/0-8-0, 5=774/0-3-8
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-10=-767/0,4-5=-769/0,1-2=-565/0,2-3=-1119/0,3-4=-585/0
BOTCHORD 8-9=0/1 119, 7-8=0/1 119, 6-7=0/1 119
WEBS 4-6=0/779.1-9=0/767, 3-6=-725/0, 2-9=-75310
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 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 (pl
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'Regan PE No.58126
MiTek USA, Ind. FL Cent 6634
6904 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 rev. 1010312015 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 verify the applicability of design parameters and properly incorporate this design into the o era[l Nit
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is atays 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 ANSIITP11 Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Infonnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type city Ply Park Sq[Barcelona-A or C—TRAY
T13452428
P2392ACT F12 ROOFTRUSS 3
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
i 1-3-0
3x3
I 3x6 2
10
3x3 11
8.13U s 6ep 15 ZU1 I Mi I elk I nclustnes, Inc. f-n mar 9 wbi:bb zuid vage i
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-xwax3gGSMyHtW9?lc2HGsprHREgXJOE9nwFZD?zcgbH
3 3x3 =
3x3 1 X3 11 1 x3 11 3x3
9 7 6
3x6
4
5
3X3 11
Scale = 1: 12.9
9
LOADING (psf) SPACING- 2-0-0 cSI. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) 0.02 8-9 999 - 360 MT20 244/190
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 WEI 0.18 Horz(CT) 0.00 5 n/a n/a
BCDL 5.0 Code FBC2017TTP12014 Matrix-S Weight: 40 lb FT = 20%F, 1 1%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOPCHORD 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) BOTCHORD 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.
TOPCHORD 11-10 361/0, 4-5=-361/0,1-2=-281/0,2-3=-533/0,3-4=-281/0
BOTCHORD 8-9=0/533, 7-8=0/533, 6-7=0/533
WEBS 4-6=0/375, 1-9=0/375, 3-6=-34210, 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 3-1 Od (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. 0'Ragan PE No.58126
MiTek USA, Inc, FIL Cert 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
March 9,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(ID conneclors. This design is based only upon parameters shown, and is for an individual building component, not
truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
ibuilding design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek"
s 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 ANSItTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Truss Truss Type Qty Ply Park Sq/Barcelona-A or C — TRAY
T1345242
FT1 SPECIAL 1 2 all
Mid -Florida Lumber, Barlow, FL. 8,130 s 6ep 1b 2011 Mi I eK Industries, Inc. t-n Mar V 1u:!)Z:Ut$ Zulb Flage I
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-bDJUanP_XenAy?wLJaV4LLKCS3cl7FnwYn9Celzcgb5
1 4-5- 1 6-1: -2 131 1 !1-,2 12 _'0 1 1 -80-1 _ '_0 1
2--3-014i_
1-
114 2 _ -14 _1'4 2'1-U 2-:1 142-i-11 20 .1_14 1 _ 1 4 2-1':144 2- -
1
Scale = 1:37.1
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
7x6 1.5x4 5x8 1.5X4 48 1,5x4 4x8
1 2 3 4 23 5 6 7 24
5x5 4x10 1.5X4 6x6
8 25 9 10 2611
22 12
4x4 11 8xl2 2X4 8x12 MT20HS 2X4 4X8 2x4 410 2X4 6x10 3X4 11
1
1 1 =4 2 1 '1_10-821:1 V1 -_1 4 2 1Z 14 2U1 - 141 2;1'
2
2;;4 V14 271 -;14 114 2-3-14
Plate Offsets (X,Y)— [8:0-2-8.0-3-41, [19 0-6-0,0-5-41
LOADING (psf]i SPACING- 2-0-0 CS1. DEFL. in loc). . 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 Lumber DOL 1.00 BC 0.99 Vert(CT) -0.97 17 >266 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO W3 0.97 Horz(CT) 0.09 12 n/a n/a
BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight: 244 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 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.
BOTCHORD 2x6 SP DSS BOTCHORD 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=275810-3-8
Max Uplift 22=-530(LC 4), 12=-382(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-22=-3295/478,1-2=-6770/963,2-3=-6770/963,3-4=-15381/2144,4-5=-15381/2144,
5-6=-16966/2286, 6-7=-16966/2286, 7-8=-12361/1677, 8-9 12361/1677' 9-10=-5108/703,
10-11=-5108/703, 11-12=-2388/337
BOTCHORD 21-22=-67/464,20-21=-1760/12473, 19-20=-1760/12473, 18-19=-2442/17783,
17-18=-2442/17783, 16-17=-2113/15662, 15-16=-2113/15662, 14-15=-1 354/9890,
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=-7731123,
7-16=-65/580, 9-14=-44/429, 10-13=-424/80, 1-21 =-980/6901, 3-21 =-6241/872,
3-19=-44513182, 5-19=-2628/377, 5-17=-894/171, 11-13=-716/5208, 9-13=-5233f712,
9-15=-381/2703, 7-15=-3613/526, 7-17=-247/1427
NOTIES-
1) 2-plytrussto be connected togetherwith 10d (0.131"x3") nails asfollows: This item has been
Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. electronically signed andBottomchordsconnectedasfollows: 2x6 - 2 rows staggered at 0-9-0 oc.
sealed by ORegan, Philip, PEWebsconnectedasfollows: 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 (8) 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) 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. document are not considered
11; Exp B; Encl., GCpi=O.l 8; IVIWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 signed and sealed and the
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated. signature must be verified
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. oin any electronic copies.
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 Philip J. O'Regan PE No.58126
will fit between the bottom chord and any other members. MiTok USA, Inc. FL Cart 6634
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 530 lb uplift at joint 22 and 382 lb uplift 6904 Parke East Blvd. Tampa FIL 33610
at joint 12. Date:
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 March 9,2018
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
17"'flanomeIMMIM Sm"
c flAR(9_P'P.R&3esigo parameters andREAD NOTES ON THIS AND INCLUDEDMITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTelkV connectors. This design is based only upon parameters shown, and is for an individual building component, not F=R EH
truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall AWN
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
s 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 ANSITTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Type Qty Ply Park SqlBarcelona-A or C—TRAYTruss
T1345242
P2392ACT FT11 SPECIAL 1 2 all
Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:08 2018 Page 2
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-bDJUanP—XenAy''wLJaV4LLKCS3cl7FnwYn9Celzcgb5
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-6=-373, 6-25=-100, 25-26=-239, 11-26=-1 15, 12-22=-10
Concentrated Loads (11b)
Vert: 6=-429
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTektp 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 properly damage. For general guidance regarding the MiTek'
fa brication, storage, delivery, a rection a nd braci n g of truss as and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Truss Truss Type Qty Ply Park Sq[Barcelona-A or C—TRAY
T13452430
FT2 SPECIAL 1 2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10-52:10 2018 Page 1
ID:ItiEj.2vqrkv4uEJUYC2jFzkFng-XcQE?TRE3GluCl4jR?XYQmoZjtL2bE6D?5eJiBzcgb3
1 4 6-7- 89-4 1 1,2 1512 4 7 12 1 - 0 2 1 -80109
2'--I-ol 42.3-
112. .
151'4 _1 _164 14 2 11 11 4 2 114 2_1114 2--16114
Scale = 1:37.1
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
5X5 1.5X4 4x10 1.5X4 48 1.5x4 4x8 5x5 410 1.5x4 5X6
1 2 3 4 23 5 6 7 24 8 2526 9 10 11
22 12
3X4 6x8 2X4 8x8 MT20HS 2X4 48 2X4 4x10 2X4 7x8 3x4
2 2 1 '1
1114711'14
1 2 1 14 1--114 2':1'14 2-__IlIl'42.1-10 2-1!:1'4 2 IZ14 2' 1'1'4
Plate Offsets (X.Y)— [8:0-2-8.0-3-41, [19:0-3-12,0-5-41
LOADING (psf), SPACING- 2-0-0 cSI. DIEFL. in loc) I/defl Ud
TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) 0.55 17 472 360
TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(CT) 0.82 17 316 240
BCLI_ 0.0 Rep Stress Incr NO WB 0.66 Horz(CT) 0.07 12 n/a n/a
BCDL 5.0 Code FBC2017ITP12014 Matrix-S
LUMBER- BRACING-
TOPCHORD 2x4 SP No.1 TOPCHORD
BOTCHORD 2x6 SID No.1 *Except*
12-19: 2x6 SP DSS BOTCHORD
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=1900/0-7-4, 12=2367/0-3-8
Max Uplift 22=-283(LC 4), 12=-372(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-22=-1 693/259, 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=-20881336
BOTCHORD 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=-1487/9346, 13-14=-1487/9346,
12-13=-46/286
WEBS 3-20=-25/270, 5-18=-68/526, 6-17=-686/139, 7-16=-81/586, 8-1 5=-723/150,
9-14=-44/394, 1-21 =-562/3766, 3-21 =-3895/586, 3-19=-406/2557, 5-19=-3105/520,
5-17=-225/1018, 11-13=-742/4706, 9-13=-5201/834, 9-15=-451/2826, 7-15=-2435/363,
7-17=-905/176
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"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 - 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; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=11.60 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 ail 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 lb down and 131 lb up at
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. Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
paip f th.erspdrameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 r— 1010312015 BEFORE USE. Ardiffln PAy'uAitKzTo:`i'th MiTeWD 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 MiTek' s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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, Alexandra, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C—TRAY
T13452430
P2392ACT FT2 SPECIAL 1
2 Job Reference (ootional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:10 2018 Page 2
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-XcQE?TRE3GluCl4jR?XYQmQZjtL2bE6D?5eJ!Bzcgb3
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate lncrease=1.00
Uniform Loads (plf)
Vert: 1-6=-100, 6-26=-298, 11-26=-100, 12-22=-10
Concentrated Loads (lb)
Vert: 6=413 25=-363
WARNING - Verify design paramet and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473 rev, 1010312015 BEFORE USE.
De sign valid for use only with MiTek& connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
s 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 oftrusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Type Qty Ply Park Sq[Barcelona-A or C_TRAY
JTrussP2392ACTFT3SPECIAL 1 3 all
Mid-Fioricla Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:11 2018 Page 1
ID:ItjEL2vqrkv4uEJUYC2jFzkFng-?o — cCpRsqZ9lpSfw—i2nz_yjwHewKbBMEIOsFdzcgb2
1-11:8 3-9-4 1-7 1 9-,2 12-,l IT4-7_' 2 1
J
0
Tg
1 112 -8 1 1 _2- 0:22 .12 11 1-12 _12 -1-12 12
Scale = 1:28.8
3x4 6xl 2 MT20HS 11.5X4 5xB 1.5X4 4x6 6X8 1.5x4 6x8 =
1 21 2 3 4 5 6 7 8 9 22
5x8 MT20HS
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
1:112
11 2 1 11 -4112
1
1 M2 I-W11 '1 1 llzll 1%'12 2
Plate Offsets (X,Y)— [2:0-3-12.0-2-41
LOADING (pso SPACING- 1-4-0 CS1.
TCLL 40.0 Plate Grip DOL 1.00 TC 0.96
TCDL 10.0 Lumber DOL 1.00 BC 0.98
BCLL 0.0 Rep Stress Incr NO WB 1.00
BCDL 5.0 Code FBC2017rTPI2014 Matrix-S
LUMBER-
TOPCHORD 2x4SPNo.1D
BOTCHORD 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: 2x4 SP No.2
DEFL. in (loc) I/def! Ud
Vert(LL) -0.40 16 >490 360
Vert(CT) -0.55 16 >356 240
Horz(CT) 0.07 11 n/a n/a
1.5x4
10
20 2x4 11 10x12 2x4 11 5x8 4x6 2X4 11 6X8 2X4 11 11
4x4 — —
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 280 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 2-1-8 oc purlins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
2-2-0 oc bracing: 17-18,16-17.
REACTIONS. (lb/size) 20=7232/0-8-0, 11 =3189/Mechanical
MaxUplift 20=-1069(LC4), ll=-460(LC5)
FORCES. (b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-20=-680/108, 1-2=-663/98, 2-3=-21440/3139, 3-4=-21440/3139, 4-5=-24927/3610,
5-6=-24927/3610, 6-7=-20795/3002, 7-8=-1 0590/1529, 8-9=-1 0590/1529, 9-1 0=-279/40
BOTCHORD 19-20=-1779/12083, 18-19=-1779/12083, 17-18=-4265/29296, 16-17=-4265129296,
15-16=-3002/20795, 14-15=-2341/16211, 13-14=-2341/16211, 12-13=-808/5596,
11-12=-808/5596
WEBS 3-18=-1075/176, 4-17=-353/59, 6-15=-2295/346, 7-14=-37/314, 2-20 112918/11901,
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 1 Od (0.131 "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 - 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 (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; B=45ft, L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpj=0.18; MWFRS (directional); Lumber DOL=11.60 plate grip DOL=11.60
4) Provide adequate drainage to prevent water poncling.
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) 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 lb 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 concentrated load(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.
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
MiTok USA, Inc. Fl. Cod 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
March 9.2018
7CWWAIRP-RAPPy 3-ign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 of design parameters and properly 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
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storag a, delive ry, erect ion and bracing of trusses and tru ss system s, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type QtY Ply Park Sq/Barcelona-A or C—TRAY
T13452431
P2392ACT FT3 SPECIAL 1 3 Job Reference ODtionah
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:11 2018 Page 2
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-?o—cCpRsqZglpSfw—i2nz_yjwHewKbBMEIOsFdzcgb2
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-4=-604, 4-10=-67, 11-20=-7
Concentrated Loads (11b)
Vert: 4=-6305
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(ID 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 MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrP11 Quality Criteria, DSB.89 and BCS] Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Instfute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 36610
Job Truss Truss Type Ply Park Sq/Barcelona-A or C_TRAYOty
T13452432
P2392ACT FT4 SPECIAL 1
2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Feb 12 2018 MiTek Industries, Inc. Fri Mar 9 14:46:15 2018 Page I
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-tmVmPdLOFhRbcBuDAm5?K9wbhJF?N7YdqdKVoHzcels
2-9-5 5-4-14 8-2-4
2-9-5 2-7-9 2-9-6
THIS TRUSS IS NOT SYMMETRIC.
Scale = 1 15.7
PROPER ORIENTATION IS ESSENTIAL.
7x6 = 44 4x4 =
1.5X4
1 9 2 3 10 11 4
8 2.4 11
5x5
LOADING (psf) SPACING- 2-G-0 CS1. DEFL. in loc) Ildefl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.05 6-7 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(CT) -0.07 6-7 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(CT) 0.01 5 n/a n/a
BCDL 5.0 Code FBC2017fTP]2014 Matrix-P Weight: 91 lb FT = 20%
ILLI BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x6 SP No.2 except end verlicals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (ib/size) 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.
TOPCHORD 1-8=-1657/419,1-9=-3464/856,2-9=3464/856,2-3=-3658/903,4-5=-597/156
BOTCHORD 7-13=-856/3464, 6-13 856/3464, 6-14=-903/3658, 5-14=-903/3658
WEBS 2-7=-959/263, 1-7=-911/3686, 3-5=-3892/961
NOTES-
1) 2-ply truss to be connected together with 1 Od (0. 131 "x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section.
Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft;
Cat. 11; Exp B; 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 boftorn 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 beenwidewillfitbetweenthebottornchordandanyothermembers.
7) Refer to girder(s) for truss to truss connections. electronically signed and
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 468 to 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
document7-0-0 on top chord, and 256 lb down and 62 lb up at 1-4-8, 256 lb down and 62 lb up at 3-4-8, and 256 lb down and 62 lb up at are not considered
5-4-8, and 258 lb down and 63 to 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
LOAD CASE(S) Standard on any electronic copies.
Philip J. O'Regan PE No.58126
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 MiTak USA, Inc. IFL Cart 6634
Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610
Vert: 1-4=-335, 5-8=-10
Date:
Concentrated Loads (lb)
Vert: 6 256fl 10=-398 12=-256(F) 13=-256(F) 14=-258(F) March 9,2018
WARNING - Verify design parameters andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekID connectors. This design is based only upon parameters shown, and is for an individual building component, not
a t niss system. Before use, th a build Ing desig ner m u st verry th a a pplicability of de sign pa ra mete is and properly I ncorporate th i s 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 aKvays 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C—TRAY
T13452433
P2392ACT FT5 ROOF TRUSS
2 Job Reference (optional)
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10 52 13 2018 Page 1
ID:ItiEj.2vqrkv4uEJUYC2jFzkFng-yB6NdUT6MBOT3mol675F2P2Ez4LIobhfi3tzJWzcgbO
2-4-9 4-7-7 7-0-0
2-4-9 2-2-13 24-9
THIS TRUSS IS NOT SYMMETRIC. Scale = 1: 13.2
PROPER ORIENTATION IS ESSENTIAL.
5X6 4x4 4x6 1.5x4 11
1 2 3 4
2x4
4x6
2-4-9 4-7-7 7-0-0
2-4-9 2-2-13 2-4-9
Plate Offsets (X,Y)— [6:0-3-0,0-4-41
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) -0.04 6-7 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(CT) -0.06 6-7 >999 240
BCLL 0.0 Rep Stress Incr NO WEI 0.61 Horz(CT) 0.01 5 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight: 78 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-6-6 oc purlins,
BOTCHORD 2x6 SP No.1 except end verticals.
WEBS 2x4 SP No.3 *Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
1-7,2-6,3-5: 2x4 SP No.2
REACTIONS. (lb/size) 8=1290/0-3-8, 5=2968/0-4-8
Max Uplift 8=-165(LC 4), 5=-635(LC 4)
Max Grav 8=2225(LC 2), 5=3412(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
TOPCHORD 1-8=-1723/156,1-2=-3773/317, 2-3=-4684/631
BOTCHORD 6-7=-317/3773, 5-6=-631/4684
WEBS 1-7=-345/4104, 2-7=-7671199, 2-6=-344/1263, 3-6=-242/1899, 3-5=-5096/687
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 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 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 (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; 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
4) Provide adequate drainage to prevent water poncling.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate lncrease=1.00
Uniform Loads (plf)
Vert: 1-4=-10D, 5-8=-10
Concentrated Loads (lb)
Vert: 6=-217 9=-217 1 0=-90(F) 11 =-217 12=-90(F) 13=-2689(F=-90, B=-2599)
AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev, 1010312015 BEFORE USE.
Design valid for use only with MiTek& connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fa brication, storage, del ivery, erection a n cl b raci ng of tru sses a nd truss system s, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Infomnation available from Truss Plate Institute, 218 N. Lee Street, Sure 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. FIL Cent 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
March 9,2018
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_TRAY
T13452434
P2392ACT G1 MONO HIP 1
Job Reference (ootionah
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTelk Industries, Inc. Fri Mar 9 10:52:14 2018 Page 1
ID:ItiEj.2vqrkv4uEJUYC2jFzkFng-ONglrqUl7UYKgwNVgqcUbraKlUnjX28owjcWryzcgb?
2 5-11-4 111-411-`D 112 5-11-4
i
2-0-0
44 =
3 12 46X6
o
4x4 1.5X4
1.5x4
LOADfNG (p.f) SPACING- 2_D_0 CS1.
TCL[ _ 20.0 Plate Grip DOL 1.25 TC 0.63
TCIDL 0 Lumber DOL 1 ' 25 BC 0.46
BCLL 0.0 R p Stress In cr YES WEI 0.60
BCIDL 10.0 Code FBC2017/TP12014 Matnx-MP
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 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=187(LC 12)
Max Uplift 8=-87(LC 12), 1 0=-1 30(LC 12)
Max Grav 8=387(LC 1), 1 0=31 1 (LC 17)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-8=-315/210
BOTCHORD 7-8=-256/151
WEBS 4-10=-316/266
3x4
10
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) 0.10 7-8 >963 240 MT20 244/190
Vert(CT) -0.20 7-8 >461 180
Horz(CT) 0.01 10 n/a n/a
Scale = 1:28.5
Weight: 55 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOTCHORD 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; 6=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 6-0-0, Exterior(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 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) 10 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) 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.
AwARN1NG - Verify design pammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev. 1010312015 BEFORE USE.
Design valid for use only with ViTek(& 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
fa bricatio n, storag e, cl eivery, e rection and b racin g of trusses and I russ system s, see ANSIITPH 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. gRegan PE No,58126
MiTek USA, Inc. FL Cod 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C—TRAY
T13452435
P2392ACT G2 MONO HIP 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Mar 9 10:52:14 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-ONglrqUi7UYKgwNVgqcUbc,aJvUooXI Uo*cWryzcgb?
1-0-12 4-74 7-11-4
1-0-12 4-7-4 34-0
4X4
6x8 MT20HS
Scale = 1:24.8
3 12 4
8 1.5.4 11 4x4 = 1.5x4 H
LOADING (pso SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.66
TCDL 10.0 Lumber DOL 1 ' 25 BC 0.39
BCLL 0.0 Rep Stress Incr YES WEI 0.70
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP
3x4
10
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) 0.15 7-8 >630 240 MT20 2441190
Vert(CT) -0.19 7-8 >480 180 MT20HS 187/143
Horz(CT) 0.02 10 n/a n/a
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 8=387/0-8-0, 10=280/0-1-8
Max Horz 8=1 13(LC 12)
Max Uplift 8=-1 05(LC 12), 1 0=-1 13(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.
TOPCHORD 2-8=-308/217
WEBS 4-10=-304/236
Weight: 50 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.
11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 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 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 10 considers parallel to grain value using ANSITTPI I angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 8 and 113 lb uplift at
joint 10.
This item has been
electronically signed and
sealed by DRegan, 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
MiTok USA, Ina. F L Cott 6634
6904 Parke East Blvd. Tampa FL 3361 D
Date:
March 9,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015 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 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C—TRAY
P2392ACT G3 COMMON 1
Job Reference footional)
viia-rionaa LUmDer, tsanow, t-L.
4X6
10
9
s 6ep I b ZUI t Mi I eK Industries, Inc. Fri Mar 9 10:52:15 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-uaE72AVNuogB]4yhDY7j7q7YCuA5GcOy9NM400zcgb_
3-8-0 4-34 . 1-0-12
4x4 =
6.00 F1_2 2
3x4 11 lX4 11 53X4 11
psf) SPACING- 2-0-0 CS1. LOADING
TCLI _ 20.0 Plate Grip DOL 1.25 TC 0.43
TCDL 0.0 Lumber DOL 1.25 BC 0.26
BCLL 0.0 Rep Stress Incir YES WB 0.15
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) -0.02 6 999 240 MT20 244/190
Vert(CT) -0.05 5-6 >999 180
Horz(CT) 0.00 5 n/a n1a
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
OTHERS 2x4 SP No.3
REACTIONS. (lb/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.
TOPCHORD 3-5=-310/294
WEBS 1-10=-292/226
Scale = 1:24.9
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.
11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) 0-5-4 to 6-8-0, Interion(l) 6-8-0 to 9-0-0 zone; end vertical
right exposed;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) Bearing at joint(s) 10 considers parallel to grain value using ANSITTPI 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 joint(s) 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.
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
6904 Parke East Blvd. Tampa FL 3361D
Date:
March 9,2018
WARNING - V.dfyd..ignp....t— ar d READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(D 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 properly damage. For general guidance regarding the MiTek*
fabrication, storage, delivery, erection and bracing oftrusses 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, FIL 36610
Job Type Qty Ply Park Sq/Barcelona-A or C—TRAYTrussTruss
T13452437
P2392ACT G4 HIP 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
4X6
15
12
11
I I I
8.130 a Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:16 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-MmoVFV\(V?f6o2wDXtnFeyglgg_lVa?3g5Ol5dvrzcgaz
5-0-0 7-11-4 --0 _
21-6 2-8-0 2-11-4
1 i9'—_-102
44 — 44 —
6. o o F1 _2
2 13 3
3x4
i '-4:' i 5- i 1 ':' __ - — ___8_Q'0
21-1 il:"I 2:1111 0 -12
Scale = 1:21.0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in ioc) I/clefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.06 7-8 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.07 7-8 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(CT) -0.00 6 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 40 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SID No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 6=424/0-8-0,12=323/0-1-8
Max Horz 12=-1 11 (LC 8)
Max Uplift 6=-209(LC 8),12 177(1_C 8)
Max Grav 6=425(LC 18), 12=324(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-260/184, 3-4=-281/173, 4-6=-329/186
WEBS 1-12=-338/189
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.
11; 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.Dpsf 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 ANSIITPI I 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 lb uplift at joint 6 and 177 lb uplift at
joint 12.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65 lb down and 169 lb up at
2-4-0, and 9 lb down and 76 lb up at 3-8-0, and 65 lb down and 169 lb up at 5-0-0 on top chord, and 26 lb down and 27 lb up at
2-4-0, and 12 lb down and 13 lb up at 3-8-0, and 26 lb down and 27 lb 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 (6).
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)
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
MiTekUSA, Inc. FL Cort6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
March 9,2018
WARNING - Verifyde.inIntrameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IWII.7473 r— 1010312015 BEFORE USE.
Design valid for use only with MtTelk(E) 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 MiTek*
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq/Barcelona-A or C—TRAY
T13452438
P2392ACT Hi MONO HIP 1
Job Reference (ontional)
Mid -Florida Lumber, Bartow, FL.
1-0-0
1-0-0
8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:17 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-qyMtTsWdOPwvXN64Lz9BDFCychvOkXrFchrARHzcgay
2-10-0 5-8-0
2-10-0 2-10-0
Scale= 1: 14.1
44 =
3x4 =
2X4 5
1.5X4 11
LOADING (psf) SPACING- 2-0-0 Csf. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate. Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 6-9 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 6-9 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 5 n/a n/a
BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 27 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SIP No.2 TOPCHORD Structural wood sheathing directly applied or 5-8-0 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=215/Mechanical, 2=286/0-3-8
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.
TOPCHORD 2-3=-256/134
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interlor(l) 2-0-0 to 2-10-0, Exterior(2) 2-10-0 to
5-6-4 zone;C-C for members and forces & MWIFIRS 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 20.0psf 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.
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
MiTak USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FIL 3361D
Date:
March 9,2018
AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473— 1010312015 BEFORE USE.
Design valid for use only with MiTelk(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 designer must verify the applicability of design parameters and properly incorporate this design into the overall Bel'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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, FIL 36610
Job T ss Truss Type Qty Ply Park Sq/Barcelona-A or C—TRAY
T13452439
P2392ACT H2 COMMON 1
Job Reference fontional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:18 2018 Page I
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-18vGgCXFBj2m9XhGvggQIS17d5ERT.?fOrLakzjzcgax
2-10-0 5-M 68_9 1
2-10-0 2-10-0 1- 1
4x4 Scale= 1: 14.5
2x4 =
2x4 =
i
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 5-8 - 999 240 MT20 244/190-.- TCLL
TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(CT) 0.01 5-8 999 180
BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 22 lb FT = 20%
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. lb/size) 1=238/Mechanical, 3=309/0-3-8
Max Horz 1 =-36(LC 6)
Max Uplift 1 =-71 (LC 8), 3=-1 22(LC 8)
Max Grav 1=249(LC 17),3=316(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-334/113, 2-3=-333/1 11
BOTCHORD 1-5=-66/277. 3-5=-66/277
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-8-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wrid: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=O.l 8; 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 lb 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 lb 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 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 lncrease=1.25
Uniform Loads (plf]i
Vert: 1-2=-60, 2-4=-60, 6-9=-20
Concentrated Loads (lb)
Vert: 5=-26(F) 2-okr)
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 Cort6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
March 9,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekOD 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
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCS] Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FIL 36610
Job Truss Truss Type - Q__
1_
ty Ply Sq/Barcelona-A or C TRAY
JPark T13452440
P2392ACT J2 JACK 1 1
01JJo,
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTelk Industries, Inc. Fri Mar 9 10:52:19 2018 Page 1
ID:ItiEL2vqrkv4uEJUYC2jFzkFng-mLTeuYYtylAdnhGSSOBflgHleVbrCSjY4?KHW9zogaw
1-0-0 2-10-0
1:61— 2-10-0
Scale = 1: 11.7
2x4 =
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC - 0.08
TCDL 10.0 Lumber DOL 1.25 BC 0.08
BCLL 0.0 Rep Stress Incr YES WEI 0.00
BCDL 10.0 Code FBC2017fTP12014 Matrix -MP
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=66/Mechanical, 2=182/0-3-8, 4=34/Mechanical
Max Horz 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= 1 82(LC 1), 4=49(LC 3)
FORCES. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
DEFL. in loc) I/defl L/d PLATES GRIP
Vert(ILL) 0.00 4-7 999 240 MT20 244/190-
Vert(CT) 0.01 4-7 999 180
Horz(CT) 0.00 3 n/a n/a
Weight: 11 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins
BOTCHORD 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; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 2-9-4 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 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 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
MiTek USA, Inc. Fl. Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
March 9,2018
WARNING - Vfifyd..igmp.-0f.r. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 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 verify the applicability of design parameters and properly incorporate this design into the overall WAN
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always re quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabricalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C_jRAY
T13452441
P2392ACT J3 JACK 3
Job Referen
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 M k Industries, Inc. Fri Mar 9 10:52:19 2018 Page I
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-mLTeuYYtylAdnhGSSOBfigHCtVYiCSjY4?KHw9zcgaw
2-11-4
2-11-4
Scale = 1:18.8
5
3x4
LOAIDING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d
TCLL . 2D.0 Plate Grip.DCL 1.25 TC 0.45 Vert(LL) O 01 4-5 999 , 240
TCIDL 1 0.0 Lumberr DOL 1.25 BC 0.28 Vert(CT) 0.01 4-5 999 180
BCLI_ 0.0 Rep St ess Incr YES WB 0.00 Horz(CT) 0.04 3 n/a n/a
BCDL 10.0 Code FBC2017rrP[2014 Matrix -MR
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 5=1 98/0-8-0, 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, Corri Ten. -All forces 250 (lb) or less except when shown
PLATES GRIP
MT20 244/190
Weight: 13 lb FT = 20%
Structural wood sheathing directly applied or 3-0-0 oc purlins,
except end verticals.
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; B=45ft: L=24ft; eave=4ft; Cat.
11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 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.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 19 lb uplift at joint 5, 67 lb uplift at joint 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 No.58126
M!Tek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
March 9,2018
WARNING -Verify designparamete,rs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTelk(D 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
ibuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* s 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 Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd,
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sci/Barcelona-A or C—TRAY
T13452442
P2392ACT J5 JACK 4
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 a Sep 15 2017 MiTek Industries, Inc. Fri Mar 9 10:52:20 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-EX1 05uYVIKITOrreD5juqtqPfvtCxvyhJf3q2czcgav
1:0- 5-0-0
16:
2,
5-0-0
2x4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/clefl Ud
TCL[ _ 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.04 4-7 999 240
TCDL 1 0.0 Lumberr DOL 1.25 BC 0.26 Vert(CT) 0.06 4-7 988 180
BCLL 0.0 Rep St ass Incr YES W13 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 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/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.
Scale = 1:17.0
PLATES GRIP
MT20 244/190
Weight: 18 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOTCHORD 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; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., G pi=0.18; MWFRS (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=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 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'Regan PE No.58126
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
March 9,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev, 1010312015 BEFORE USE.
Design va lid for use only with MiTek(]D connectors. This design is based only upon parameters shown, and is for an individual build in g com pone nt, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
ibuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mffak*
s 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, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandna, VA 22314. Tampa, FL 36610
a
Job Truss Truss Type Qty Ply Park Sq/Barcelona-A or C—TRAY
T13452443
P2392ACT J7 JACK 17
Job
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 es, Inc. Fri Mar 9 10:52 20 2018 Page 1
ID:ItiEi_2vqrkv4uEJUYC2jFzkFng-EX105uYVjKITOrreO5juqtqKhvppxvyhJf3q2czcgav
1-0-0 . 7-0-0
3x4 4
Scale = 1:21.8
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Ildefl - L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.12 4-7 679 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.54 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
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 24 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
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. (1b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 1 O-G-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=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 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 93 11b 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
MiTak USA, Inc. FL Cart 6634
6904 Parke EaSt Blvd. Tampa FIL 33610
Date:
March 9,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(0) 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 erify 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Symbols
PLATE LOCATION AND ORIENTATION
Center plate on joint unless x, y
offsets are indicated.
F-1 Dimensions are in ft-in-sixteenths.
JL Apply plates to both sides of truss
and fully embed teeth.
0-116"
For 4 x 2 orientation, locate
plates 0- 'lid' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
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/TP11: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
0
Of
0
0
F-
Numbering System
6-4-8 1 dimensions shown in fl-in-sixteenths
I(Drawings not to scale)
2
BOTTOM CHORDS
8 7
3
6 5
0of
0
a_
0
I-_
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-1 311, ESR-1 352, ESR1 988
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.
0 2012 MiTek@ All Rights Reserved
A& General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1 . Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
rac ng s ou e cons ere .
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSlrrPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSIITPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, if no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or after truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPI 1 Quality Criteria.
I . a
C
zo
A
C
24"
T- 4" 15'- 11 1/2" WALL < 21'- 0 1/2" 6'- 0" >< >< 5'- < T-0"
F3 F5A
1 /4
G 0
vaC,
F2
F5 1
LO
i 0
F2
C C CJ311
F5 CNF-
LL LL LL LL
CJ5
F2
F5
J7
F2
F5
J7
F2
F5
J7
AF1
F12 F8
9'- 10 1/2" FT5 2-PLY r7 'q
J7
F8
Eil
F12 'd
5'- 4" F1 HGUS26-3 J7
r7 'q 0
t, 2 A
F8 0
i
131 2-PLy F10 F73 3-PLY
LL CJ5
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0
2nd FLOOR WALL (C) z ED
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0 ri
B4 3-PLY
N 'q 71 'q P7 N F 'q f7 P,
9
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12'- 2" J3
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CJ3 OIL
ILL LL ILL u-
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8'-4"
J3
F9 J3
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ciIP7
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0 10'- 8 BRG. HGT.
12'- 8"
LVL BM.'BOTTOM
AT 9'- 4"
6'- 10 1/2" _1_ 9'- 4" —I—\ 10'-6"
I
NOTE: 2nd FLOOR OVER ENTRY
CEILING AT 9'- 4"
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'-4" UNLESS OTHERWISE NOTED.
11/0 1'- 7 3/4" HEEL
FIRST FLOOR
KLCUKU LUFY
APPROVED TRUSS ANCHOR BY BUILDER
BOTTOM =4x2
TOP = 4x2
2x4 Cont. Band v--,,
TRUSS END DETAIL
APPROVED TRUSS ANCHOR BY BUILDER
PLUMB CUT OVERHANG
HEEL HEIGHT= 2 x 4
0 i BOTTOM= 2x4
1 12TOP= 2x4
6.0 PPP'
0
1 8 - 4 5 5 2
A L, 23 - HHUS46 FLR. HGRS
V 1 - HGUS26-3 3-PLY HGR
S/ANPop D
4,
00
MID - FLORIDA LUMBER ACQUISITIONS
T BARTOW, FLORIDA
TRUSS LOADING CONDITIONS
ROOF TRUSSES FLOOR TRUSSES
TOP CHORD LIUE 200 TOP CHORD LIUE: 40.0
TOP CHORD DEAP: 100 TOP CHOU DEAD: 10,10
IBOTTOM CHORD DERR 100 BOTTOM CHORD DEAD 5.0
TOTAL LORO (PSF) 400 TOTHIL LORD (PSF) 55.0
STRESS INCRE9SE 1,25 , STRESS INCREASE: 1.0
THIS TRUSS SYSTEM HIAS BEEN DESIGNED WITH LORDS 5ENERRTED BY 140 MPH
WINDS USING 42 ASP TOP CHORD DEAD LOAD AND 30 ASP BOTTOM CHORD
DERD LOAD 0 MILES FROM HURRICANE OCEANLINE. CRT 11, EXP, 8 OSCE 7-10)
BUILDER
2392 - A or C Park Square Homes
LEGAL IDDRESS:
12" TRAY CLG. OPT.
MODEL:
Barcelona - A or C
P2392ACT ISMLE
TE
NIA I" BNmByax7-21-171""'
APPROVED TRUSS ANCHOR BY BUILDER
BOTTOM =4x2
TOP = 4x2
2x4 Cont. Band
191/2" 24" 24"
T- 0" —1— 19'- 11 1/4" 9'- 3"
8'- 0"
9 1/4"
co U) 0 0 0 0 0 0 0 0 0 0 0 TRUSS END DETAIL
CJ3CJ3T, APPROVED TRUSS ANCHOR BY BUILDER
C%4 PLUMB CUT OVERHANG
HEEL HEIGHT = 2 x 4
CJ5T J5
6
BOTTOM= 2x4
TOP= 2x4
12
6/12 6.0 F'r'
J7T
CJ3
O J7T
zo F 6/12 0
I — 12'- 8" — I — 30'-2" —L— 9'-6" —1
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.
J L 22-HUS26 1-PLYHGRC?
0 1 - HGUS26-2 2-PLY HGR
SECOND FLOOR
MID - FLORIDA LUMBER ACQUISITIONS
BARTOW, FLORIDA
TRUSS LOADING CONDITIONS
ROOF TRUSSES I FLOOR TRUSSES
TOP CHORD ILK: 200 ITOP CHORD LIUE: qOO
TOP CHORD 10,0
BOTTOM CHORD DERD 100 1 BOTTOM CHORD DERD: 10
TOTHL LOHD (PSF) 400 ITOTHL LORD (PSF) 55.0
STRESS INCREHSE: 125 ISTRESS INCRERSE 1.0
THIS TRUSS SYSTEM HAS BEEN DESIGNED WITH LOADS GENERATED BY IqO MPH
WINDS USIN5 q.2 PSF TOP CHORD DEAD LORD AND 10 PST BOTTOM CHORD
DEAD LORD 0 MILES FROM HURRICANE OCERNLINE, CAT 11, EXP. A (ASCE 7-10)
jPark Square Homes239:2 - A or C 1i rrpi Anrwz
TRAY CLG. OPT.
Barcelona - A or C
P2392ACT 1 N/A 17'21-171 Bmax
00 copy
City of Sanford
Building and Fire Prevention
Product Approval Specification Form
Permit # 4 5 5 2
Project Location
NG 'N
O'F
As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the
information and product approval number(s) on the building components listed below if they are to be
utilized on the construction project for which you are applying for a building permit. We recommend that
you contact your local product supplier should you not know the product approval number for any of the
applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in
accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product
Approval can be obtained at www.floridabuilding.org.
The following information must be available on the jobsite for inspections:
1. This entire product approval form
2. A copy of the manufacturer's installation details and requirements for each product.
Category / Subcategory Manufacturer Product
Description
Florida Approval #
include decimal)
1. Exterior Doors
Swinging Therma - ru Single Door FI-8871.5
Sliding MI Windows and Doors Series 420 Alum SGID - 2 Panel FL 15332.4
Sectional Clopay Building Products 94/T40-W4 FLI 5279.20
Roll Up
Automatic
Other
2. Windows
Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2
Horizontal Slider
Casement
Double Hung
Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL1 5349.1
Awning
Pass Through
Projected
Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2
Wind Breaker
Dual Action
Other
June 2014
Category/ Subcategory Manufacturer Product
Description
Florida Approval #
including decimal)
3. Panel Walls
Siding James Harding Bldg Products Hardie Panel FL1 3223.2
Soffits Alpha Aluminum, Inc Coils Soffits FL16544.1
Storefronts
Curtain Walls
Wall Louver
Glass block
Membrane
Greenhouse
E.P.S Composite
Panels
Other
4. Roofing Products
Asphalt Shingles IKO Industries, LTD Asphalt Shingles Cambridge FL7006.1
Underlayments Warrior Roofing 15 and #30 Roofing Felt FL2346.1
Roofing Fasteners
Nonstructural
Metal Roofing
Wood Shakes and
Shingles
Roofing tiles
Roofing
Insulation
Waterproofing
Built up roofing
System
Modified Bitumen
Single Ply Roof
Systems
Roofing slate
Cements/
Adhesives
Coating
Liquid Applied
Roofing Systems
Roof Tile
adhesive
Spray Applied
Polyurethane
Roofing
E.P.S. Roof
Panels
Roof Vents
Other
June 2014
Categoryl Subcategory Manufacturer Product
Description
Florida Approval #
include decimal)
5. Shutters
Accordion
Bahama
Colonial
Roll up
Equipment
Other
6. Skylights
Skylights
Other
7. Structural
Components
Wood Connectors
Anchors
Truss Plates
Engineered Lumber
Railing
Coolers/Freezers
Concrete Admixtures
Precast Lintels
Insulation Forms
Plastics
Deck / Roof
Wall
Prefab Sheds
Other
8. New Exterior
Envelope Products
Applicant's Signatu
Applicant's Name
Please Print)
June 2014
Florida Building Code Online Page I ofC,
BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff 5CIS Site Map Links Search
Product Approval
USER: Public Userdbr
Product Approval Menu > Product or Application Search > Application Lis > Application Detail
FL # FL8871-RB
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer Therma-Tru Corporation
Address/Phone/Email 118 Industrial Drive
Edgerton, OH 43517
419) 298-1740
rickw@rwbldgconsultants.com
Authorized Signature Vivian Wright
rickw@rwbldgconsultants.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Exterior Doors
Subcategory Swinging Exterior Door Assemblies
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E.
the Evaluation Report
Florida License PE-43409
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2021
Validated By Ryan 3. King, P.E.
W. Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
FL8871 R8 COI (b) Certificate of Independence.pcif
Standard Year
ASTM D1929 1996
ASTM D2843 1999
ASTM D635 2003
ASTM E1300 1998
ASTM E84 2000
ASTM G26 1995
TAS 201, 202, 203 1994
Florida Licensed Professional Engineer or Architect
FL8871 R8 Equiv (b) Eguivalency of Standards.pdf
http://www.floridabuilding.orcy/pr/pr_app dtl.aspx?para1n=wGEVXQMDqty-33 W nHrp... 2 102018I-D
Florida Building Code Onlinez:1 Page 2 of 3)
Sections from the Code
Product Approval Method Method I Option D
Date Submitted 10/17/2017
Date Validated 10/17/2017
Date Pending FBC Approval 10/19/2017
Date Approved 12/12/2017
of
FL # Model, Number or Name
8871.1 a. "ClassicCraft Rustic" Series
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: See INST 8871.1 for Design Pressure Ratings by
specific Model and for any other additional use limitations
and installation instructions.
Description
3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single
Door (X) - Inswing or Outswing
Installation Instructions
FL8871 RS II (b) Inst 8871.1.[)d
Verified By: Lyndon F. Schmidt, P.E. 43409
Created by Independent Third Party: Yes
Evaluation Reports
FL8871 R8 AE (b) Eval 8871.1.Ddf
Created by Independent Third Party: Yes
8871.2 b. "ClassicCraft" or "ClassicCraft
Rustic" Series
T6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) -
Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.2.pdf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.2.pdf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
8871.3
1
c. "ClassicCraft" or "ClassicCraft T6 x 8'0 "Impact" Opaque Fiberglass Single Door with
Rustic" Series Sidelite (OX or XO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 (b) Inst 8871.3,r)d
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.3 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.3.pdf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For Fibei-Classic and
SmoothStar sidelites, this product approval requires the use
of "Y' part numbers for these sidelites, which have been
stained or painted within six months of installation.)
1
8871.4 d. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with
Rustic" Series Sidelites (OXO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871,4,i)df
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.4 for Desion Pressure Ratings by FL8871 R8 AE (b) Eval 8871.4.[)df
specific Model and for any-orther aiditional use limita-tions Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "Y' part numbers for these sidelites, which have been
stained or painted within six months of installation.)
8871.5 7Seriese. "FiberClassic" or "SmoothStar" TO x 8'0 "Impact" Opaque Fiberglass Single Door (X) -
Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 (b) Inst 8871.5.pd
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.5 for Design Pressure Ratings by FL8871 RS AE (b) Eval 8871.5.r)df
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. I I
http://www.floridabuildinc,.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqty') Wak2nHrp... 2/10/2018
Florida Building Code Online Page 3 of 3t=1
8871.6 f. "Fibel-Classic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door withISeriesISidelite (OX or XO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.6.pdf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.6.1)df
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "Y part numbers for these sidelites, which have been
stained or painted within six months of installation.)
8871.7 g. "FiberClassic" or "SmoothStar"
Series
3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with
Sidelites (OXO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 (b) Inst 8871.7.odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.7 for Design Pressure Ratings by FL8871 R8 AE (b) Eval S871.7.pdf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "Y' part numbers for these sidelites, which have been
stained or painted within six months of installation.)
8871.8 h. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX)
ClassicCraft" or "ClassicCraft Inswing or Outswing
Rustic" Series
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL6871 R8 II W Inst 8871.8.pdf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.8 for Design Pressure Ratings by FL8871 R8 AE (b) Eva[ S871.8.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
8871.9 i. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with
ClassicCraft" or "ClassicCraft Sidelites (OXXO) - Inswing or Outswing
Rustic" Series
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 N Inst 8871.9.ipdf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.9 for Design Pressure Ratings by FL8871 R8 AE W Eval 8871.9.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of 'T' part numbers for these sidelites, which have been
stained or painted within six months of installation.)
F - 7r Fl 7- t
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 3239 Phone: 850-487-182
The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen
Under Florida -law, email addresses are public records. If you do not want your -mail address released in response to a.public-records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to
Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
product Approval Accepts:
M go R 0
t
http://www.floridabuilding.orc,,,/p-r/-Dr p dtl.aspx?param=wGEVXQwtDqty3ljWak2nHrp... 2/10/2018ap _
7
THERMANIRU (
a)
THERMA TPIU 000P.S
1 1 E3 INDUSTRIAL DR., EDGERTON, 01-1 4351 7
SMOOTH STAR & FIBER CLASSIC
FIBERGLASS SINGLE DOOR
INSWING / OUTSWING
2ENERAL NQTES "IMPACT"
I . This product has been evaluated and Is in compliance)A4th the 6th Edition (2017) Florida Building Code (FBC)
structural requirements including the "High Velocity Hurricane Zone" (HVHZ).
2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be
beyond wall dressing or stucco.
3. When used in the "HVITthis product complies v.4th Section 1626 of the Florida Building Code and does not require
an impact resistant covering.
4. When used in areas outside of the "HVHZ" requiring wind bome debris protection, this product complies with FBC
Sections 1609.1.2 & R301.2.1.2 and does not require an impact resistant covering. This product meets missile level "U'
and includes Wind Zone 4 as defined in ASTM E 1996 and FBC Sections 1609.1.2.2 & R301.2.1.2.1,
5. For 2k stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry
construction.
6. Site conditions that deviate from the details of this drawling require further engineering analysis by a licensed
engineer or registered architect.
7. Outswing configurations using coastal sill item 94 under active doors meet water Infiltration requirements for "HVHZ".
8. Inswing configurations and outswing configurations using sill item #5 under the door do not meet the water
Infiltration requirements for the "HVHZ" and shall be installed only in non -habitable areas or at habitable locations
protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less
than 45 degrees.
TABLE OF CONTENTS
SHEET # DESCRIPTION
I
I Typical elevations, design pressures & general notes
2 Door panel details (Smooth star)
3 Door panel details (Fiber classic)
4 Horizontof cross sections
5 Vertical cross sections
6 uckond frome - 2X buck masonry construction
From anchoring - I X buck masonry construction
8 Bill of Materials S. Components
37.75" MAX.
FRAME WIDTH
11,09, MAX ' _
1PANELWIDTH
T-
x
6
J) 6z
Pi
EQV MILE':',
DOOP:TY.O.E...
Df 150
SMOOTH
INSWING 37.75" x 98.00" 80.0 80.0
STAR
OUTSWING 37.75" x 96.50" 80,0 80.0
INSWING 37.75" X Y&00" 80.0 80.0FIBER
CLASSIC
OUTSWING 37.75 x 96.50!' 80.0 80.0
See Sheet 8 for design. pressure limitations,
t-i >6
UZ)
0 x 0z
E.
ol0 5 6 M
a (L
LA A
J
BY: Dws
BY; LFS
YING
FL-8871.5
T I or 8
AA
EXTERIOR
i
n n.-
L DETAIL A -A J b'
y,OORPANEI0" ,.,
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DETAILA-A
Panel reinforcement
HORIZONTAL CROSS SECTION
4.OZ'
TYP. 4
1.53"
CORNERS
OF PANEL
1.53" cq
E040
28.86% OPEN
AREA MAX.
NOTE: WOOD DOOR COMPONENTS: PINE (SG - 0.42)
EXTERIOR
0z
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0Z 0 0 0
0 r) ..z
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0 Zo
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AnNG NO.:
FL-8871.5
ET 2 OF _f
EXTERIOR
n
INTERIOR
rl-"\ HORIZONTAL CROSS SECTION
4.02"
TYP. 4
CORNERS
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L DETAIL A -A J
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DETAIL A -A
Panel reinforcement
NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42)
EXTERIOR
no,
z 4': 0 Z
0 'S, En .:2
0 00 0z
0 N
a
M,
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7 M 0- 0- C,
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INTERIOR rz 0
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CHK. BY: LFS
DRAYnNG NO,
FL-8871.5
sHEEr 3 OF —8
NZ
40 .
p 0z 41: 0
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j.
z
If lot,
0 DD 0
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0
z 0 z 8
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EXTERIOR
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zoH
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E I-IMMIN.
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5 5 3 HORIZONTAL CROSS SECTION
L Shown w/ I X sub -buck
CLISI
CSINK CSINK
TYP.) TYP.)
owg! U) z0
In
10
PRIM', INTERIOR INTERIOR m
77 ELIO-
z
z
12 124 40 EXTERIOR EXTERIOR
DATE: O5Z22108 z
11
1-1/1V MIN. jj (:oI 60
14
C SCALE: N.T.S.
DWG. BY: DWSEMB. (TYP.) E
HORIZONTA L CROSS ACTION HORIZOr2 NTAL CROSS SECTIO
1-1/4'MIN, N- -BY-LFS
DRAMS NO.:
Oulswing shown - Inswing 0 tsvAng shown - insMnU
EMB. (TYP.)
also approved also approved FL-8871.5
0
E. 4 or N
Q
12
2
Z
EXTERIOR --//- INTERIOR
VERTICAL CROSS SECTION
Outswing shown - inswing
also approved
EXTERIOR INTERIOR
VERTICAL CROSS SECTION
lm w1ngcon1fgjure.'ti.n
e g e. . sheet I
for "HVHZ" water infiltration
requirements
z
4
4
44
EXTERIOR INTERIOR
r2 " VERTICAL CROSS SECTION
Shown w/lX sub -buck
EXTERIOR INTERIOR
rF VERTICAL CROSS SECTION
lsnXAn'gn..,',1fgure.'ti.n
g erc a sheet I
for "HVHZ" water infiltration
requirements
N.G.
0:3 1 0
Z
INTERIOR EXTEk"N z 0 ;; 6
0 " z
0 Z' 4.
0 0
5M40 09 (L IT
z
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5 60
0.
O: A
V) z
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U
t5
Outswing configuration
see general notes, sheet I
for "HVHZ" water infiltration
0requirements
INTERIOR EXTERIOR
VERTICAL CROSS SECTION
conli u ionseegeneralnoFesroshee t I
for "HVHZ" water infiltration
requirements
E: N.T.S.
BY.. DWS
BY.. LFS
NING NO.:
FL-8871.5
ET or
TYP. HEAD &
MASONRY
1AM11
OPENING
d
2XBUCK--,
BUCK ANCHORING
CONCRETE ANCHOR NOTES:
I . Concrete anchor locations at the comers may be adjusted to maintain the min.
edge distance to mortarjoints.
2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to
maintain the min. edge distance to mortarjoints, additional concrete anchors
may be required to ensure the "MAX. ON CENTER" dimension are not exceeded.
3. Concrete anchor table:
6" r!
J) oz
0
5
Pf z 0.
0 n
E
L) N
0 - Z' 0T3M .0
TYP. HEAD &
MASONRY
a
C0 0.
JAMBS a) IL
OPENING
E cc
A C
FRAME-/
XZC)
d
52 d 0
E 2X BUCK
El
ca 0
a c
0
n ED
HINGEJAMB FRAME ANCHORING STRIKE JAMS
Masonry 2X buck construction
F I I I
A .
1
N . c .
1
h
11
b
I
V: ANCHOR MIN. MIN CLEARANCE z MIN.CLEARANCE
EMBEDMENT-
TdMAsbNky..::: TO. ADJACENT
EDGE, ANCHOR —
ITIN
TAPCONO 2" 4"
ELCO
JULTRACON
1/4"
1 1-1/4" ill
1
4"
WOOD SCRE INSTALLATION NOTES:
1. Maintain a minimum 518" edge distance, I" end distance,& I"o.c. spacing of
wood screws to prevent the splitting of wood.
HINGE DETAIE LATCH & DEADBOLT DETAIL
SCALE: N.T.S.
DWG. BY. DWS
CHX. BY.. LF-S
DPAMNO NO.:
FL-8871.5
SHEET _6_ OF_.L
A1
NN, II u) En A
c4
6z
on
Z 0 M 0TYP. HEAD
JAMBS 0 n z
Z.
MASONRY
OPENING 5 q 10-
M tL a'
0I , WR:
c,i Cj
FRAME 15
N ZOE
03r
At 0
I X BUCK 0 1
Qf CD
0
LATCH & DEADBOLT DETAIL
iz
LOU IT z0
HINGE JAMS STRIKEJAMB G-i
CONCRETE ANCHOR NOTES: FRAMEANCHORING
I . Concrete anchor locations at the comers may be adjusted to maintain the min. Masonry I X buck construction 12
edge distance to mortarjoints. 01 8
2. Concrete anchor locations noted as "MAX. ON CENTER"must be adjusted to (L CL 0-
2, Z) Z3
maintain the min. edge distance to morfarlornts, additional concrete anchors
z
m y be required to ensure the "MAX. ON CENTER" dimension are not exceeded. a
Concrete anchor table: 3.
12
MIN. CLEARANCE-.: MIN. CLEARANCEANCHOR. ANCHOR t6:MASPNRY.-.%..: -TQ%ADJACEW-;.
ZTYP&%*. -.SIZE..::. 4MBEbMENT. L zEDGE.::::,:, ANCHOR-.-,
ITW J MTE: 5122108 z
TAPCON 1/4" 1-1/4" 2- 4"
SCALE. N.T.S.
1TW HINGE DETAIL
TAPCON* 3/16- 1-1/4" 3- 1-1/2' IYWG. BY: OWS
CHX. BY. LFS
OD SCREW INSTALLATION NOTES:
DPAMNO NO.:
1. Maintain a minimum 518" edge distance, l"enddistance, & I"o.c. spacing of
wood screws to prevent the splitting of wood. FL-8871.5 00
SHEET OF
BILL OF MATERIALS
ITEM DESCRIPTION MATERIAL
A I X BUCK SG >= 0.55 WOOD
B 2X BUCK SG >= 0.55 WOOD
C MAX. 1/4" SHIM SPACE WOOD
D 114'X 2-3/4'PFH ELCO OR ITW CONCRETE SCREW STEEL
E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI301ORHOLLOWBLOCKCONFORMINGTOASTMC90
CONCRETE
G 3/16" X 3-1/4" PFH ITW CONCRETE SCREW STEEL
114'X 3-3/4" PFH ITW CONCRETE SCREW STEELJ
L IOX2-1/2" PFH WOOD SCREW (1.15"MIN. EMBEDMENT) STEEL
1 INSWING ADJUSTABLE THRESHOLD (IS300AJ) ALUM./WOOD
2 INSWING THRESHOLD (IS300HP5) ALUM./COMP.
3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD (ISP30M) ALUM./COMP '
4 OUTSWING COASTAL THRESHOLD ALLIM./WOOD
5 OUTSWING STANDARD THRESHOLD ALUM./WOOD
6 INSWING THRESHOLD ALUM./COMP.
7 DOOR BOTTOM SWEEP VINYL
8 JAMB (PINE) SG >= 0.42 WOOD
9 JAMB (OAK) SG >= 0.42 WOOD
10 WEATHERSTRIP FOAM
I I HINGE STEEL
12 If 10 X 3/4" PFH SCREW STEEL
13 9 X 3" PFH WOOD SCREW STEEL
14 LATCH STRIKE PLATE STEEL
15 SECURITY STRIKE PLATE STEEL
16 48 X 2-1/2" PFH SCREW STEEL
17 8 X 3/4" PFH SCREW STEEL
18 KWIKSET SERIES PASSAGE LOCK STEEL
19 KWIKSET SERIES DEADBOLT (660) STEEL
40 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS
41 DOOR SKIN 0.07Z'THK. (SMOOTH STAR) Fy = 6,000 PSI MIN. FIBERGLASS
42 TOP RAIL (SMOOTH STAR) COMP'
43 LOCK STILE (SMOOTH STAR) WOODAVL
44 HINGE STILE (SMOOTH STAR) WOOD
45 BOTTOM RAIL (SMOOTH STAR) COMP.
46 PANEL REINFORCEMENT 0.023' THK. (SMOOTH STAR) STEEL
47 FOAM CORE POLYURETHANE
60 FIBER CLASSIC DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS
61 DOOR SKIN 0.1 3T'THK. (FIBER CLASSIC) Fy = 6,ODO PSI MIN. FIBERGLASS
62 TOP RAIL (FIBER CLASSIC) COMP.
63 LOCK STILE (FIBER CLASSIC) WOODAVL
64 HINGE STILE (FIBER CLASSIC) WOOD
65 BOTTOM RAIL (FIBER CLASSIC) COMP.
PANEL REINFORCEMENT 0.0237THK. (FIBER CLASSIC) STEEL
67 FOAM CORE POLYURETHANE
o
4.56'
HEAD & SIDE
Jamb
THRESHOLD
Insviing adjustable
r,"\ THRESHOLD
InsvAng self -adjust
5.75'
THRESHOLD
Oulsvoing standard
v.,
6
CDi`cm
I— —
5.85,
fgi vp
r,-11-T
InsyAng adjustable
4.57'
j>THREIHOID
WE4n, c=11.1
r[ipinzi
11
i = W
IshMW WE
T
lnsMng
MAX. DESIGN PRESSURE 50 PSF]
u)
0.
1- .2 0; n
cS 6
0 n z
a 10
0
6 o a -
A,
d
0 Z
J
c
IV) CL
co
o
CL
JE: N.T.S.
13y: DWS
BY: LFS
VING No:
FL-8871.5
r 8 OF 6
Flon*da Building Code Online Page I of 3DZ:1
5
M
BCIS Home Log 1n User Registration Hot Topics Submit Surcharge Stats & Facts Publications i FBC Staff BCIS Site Map Links Search
rProduct Approval
USER: Public User
Pmduct ADoroval Menu > Product or Application Search > Aoplication Lis > Application Detail
FL # FL15332-R4
Application I ype Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Emoi.1
0
MI Windows and Doors
650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlinger@miwd.com
Brent Sitlinger
bsitlinger@miwd.com
Category Exterior Doors
Subcategory Sliding Exterior Door Assemblies
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Luis Roberto Lomas
the Evaluation Report
Florida License PE-62514
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2018
Validated By Steven M. Urich, PE
R Validation Checklist - Hardcopy Received
Certificate of Independence FL15332 R4 COI FLCOI.pd
Referenced Standard and Year (of Standard) Standard Year
AAMA/WDMA/CSA 101/I.S.2/A440 2008
Equivalence of Product Standards
Certified By
Sections from the Code
Product Approval Method Method 1 Option D
https://www.floridabuildina.orc, r/pr p dtl.aspx?param=wGEVXQwtDqtH8572qvd&qd... 2/1/2018
CD g/p _ap _
Florida Building Code Online Page 2 of
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
08/11/2017
08/13/2017
06/15/2017
10/10/2017
FL # Model, Number or Name Description
15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON -
REINFORCED
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R4 11 08-00500E.Dd
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510807D.od
PRESSURE RATINGS Created by Independent Third Party: Yes
1
15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON -
REINFORCED
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R4 11 08-00498E.pd
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510805D.odf
PRESSURE RATINGS Created by Independent Third Party: Yes
1
15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO
REINFORCED 145-3/4"x96"
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R4 II 08-02248C.rd -
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 512968C.Dd
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XXIREINFORCED96"x96"
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R4 II 08-02249C.r)d
Approved for use outside HV.HZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 512969C.Ddf'
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96"
REINFORCED
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R4 11 08-02250C-pd
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 512970C.od
PRESSURE RATINGS Created by Independent Third Party: Yes
1
15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX
ALUMINUM SGD 96"x96"
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R4 11 08-00499E.Dd
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510806D.od
PRESSURE RATINGS Created by Independent Third Party: Yes
I15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" I ALUMINUM SGD I I
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: N/A
Installation Instructions
FL15332 R4 II 08-00501E.odf
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
Evaluation Reports
https://ww-w.floridabuild'mg.ora/pr/pr p dtl.aspx?param=wGEVXQwtDqtH8572qvdWId... 2/1/2018ap _
Florida Building Code Online Pacre 'D of')
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 5-',0808D.pd
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON -
REINFORCED
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R4 II 08-00502E.r)d
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15337 R4 AE 510809D.Dd
PRESSURE RATINGS Created by Independent Third Party: Yes
rALUMINU'M
15332.9 SE S 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXXL7RIEJSUMSGD143"x96"
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R4 H 08-00503E.od
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure; N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE S10810D.Dd
PRESSURE RATINGS Created by Independent Third Party: Yes
Contact U :: 2601 Blair Stone Road, Tallahasse FL 32399 Phone, 850-487-182
The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to
Section 4 55.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emails provided may be used for official communication with the licensee. Ho,vever email addresses -are pubAcre—co—rd. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
M zo la-75-5 Ea 0
C1_ d C aI id
Safe
https://ww-w.floridabuildmc,.ora r/pr app_dtl.aspx?param=-AGEVXQw-tDqtH8572qvdWId... 2/1/2018P —
NOTES:
1 . THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REQUIREMENTS OF THE FLORIDA BUILDING CODE.
2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY'
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. IX BUCK OVER MASON RY/CONCRETE IS OPTIONAL. WHERE IX BUCK IS NOT USED
DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE.
SELECTION OF COATING OR MEMIJRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR
ENGINEER OF RECORD.
4. ALLOWABLE STRESS INCREASE OF 113 WAS NOT USED IN THE DESIGN OF THE PRODUCT
SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR
CALCULATIONS.
5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5.
6. UNITS MUST BE GLAZED PER ASTM E1300-04/09 WITH SAFETY GLASS.
7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE
DEBRIS REGIONS.
8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE
SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4".
9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO
NOT REQUIRE WATER INFILTRATION RESISTANCE.
OVERHANG RAT10 = OVERHANG LENGTH/OVERHANG HEIGHT
10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE
ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH
TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 1" MINIMUM EDGE
DISTANCE. LOCATE ANCHORS A SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
12, FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH
SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL.
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
13. ALL FASTENERS TO BE CORROSION RESISTANT.
14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42
B. CONCRETE MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI.
C. MASONRY STRENGTH CONFORMANCE TO ASTM C-90. GRADE N, TYPE 1 (OR GREATER).
D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063—T5 .048" THICK MINIMUM
15. APPROVED CONFIGURATIONS: OX, X0. XX, XP, PX, XIP, PIX
TABLE OF CONTENTS
SHEET NO. DESCRIPTION
1 NOTES
2 — 3 ELEVATIONS
4 — 10 INSTALLATION DETAILS
REViSIONS
REV DESCRIPTiON DATE APPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R. L.
B REVISED INSTALLATION DETAILS 08/03/15 R.L.
C REVISED INSTALLATION DETAILS 06/21/17 R.L.
SIGNED: 0612112017
MI WINDOWS AND DOORS LLC 0\tIIIII///
650 WEST MARKET STREET 5 R L 0
I
GRATZ, PA 17030
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" X 96"
NOTES TAT OF0r
DRAWN: Tw REV
V.L. 08-02249 C
Luis R. Lomas P.E.
FIL N 62514
SCALE NTS DATE 10/30/13 SNEET I OF 10
L. ROBERTO LOMAS P. E.
1432 WOODrORD RD LEWISVILLE, NC 27023
434-688-0609 11 ..... CDO--pex—
96" MAX FRAME WIDTH
2) ANCHORS PER LOCATION
SEE CHART #3
FOR NUMBER OF LOCATIONS
REQUIRED
6" MAX 17" MAX
1-r D.C. -1 - 6" MAX
6" MAX
T--
I -
17" MAX
O.C.
96"
MAX
FRAME
HEIGHT
I -
6" MAX
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
EXTERIOR VIEW
DESIGN PRESSURE RATING IMPA C T RA TING
35.OPSF NONE
SEE CHA R TS # I AND #2 FOR 0 THER UNITS RA TINGS
NOTES:
1. MAXIMUM PANEL SIZE: 48112"x 95
2. MAXIMUM D.L.O.:44 518"x90518"
HARDWARE SCHEDULE
FLAT MOUNTED HANDLE SET (99-04-145) AT 38 3/4" ON CENTER FROM PANEL BOTTOM
METALLIC TANDEM ROLLERS (99-17-195) AT EACH END OF PANEL BO I -TOM RAILS
JIVIINUM 6063-T6 REINFORCEMENT (668) ATALL PANEL INTERLOCKS
CHART#1
WHERE WATER INFILTRATION RESISTANCE IS REQUIRED.
SFF NnTr.Q.;NFFT I
REVISIONS
REV DESCRIPRON DATE APPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
B REVISED INSTALLATION DETAILS 08/03/15 R.L.
C REVISED INSTALLATION DETAILS 06/21/17 R.L.
Design pressure chatl (pso
Fra,-no Single Panel and Total Frai-ne Width (in)
Height
300 36.0 42.0 48.0
1 n)
60.00
p-o
72.00 84.00 96.00
s NegT- Pos Neg Pos Neg Pos Neg
84.0 40.0 58.4 40.00 50.9 40.0 45.7 40.0 42.0
88.0
0
40.0 1 55,2 040. 00EO. 48.0 40.0 430 39.4 39.4
9-2 40.0 1 52.4 4 -. 45.4 40.0 40.6 37.1 37.1
96.0 40.0 1 49.8 40.. 43.1 381.4 38.4 35.0 350
CHART#2
WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED.
SEE NOTE 9 SHEET I
Design pressure chart (pso
FraIne
Single Panel and Total Franne VVIdth in)
Height
30.0 36.0 1 4 .0 49.0
in)
60.00 72.00 84.00 96.00
Poe I Meg Nag P. Neg Pos Neg
84.0 58.4 58.4
Pos
50.9 50.9 45.7 45.7 1 42.0 1 42.0
88.0 55.2 1 55 2 48.0 48.0 43.0 43.0 1 39.4 1 39.4
92.0
6
52.4 1 52.4 45.4
31
45.4 40.6 4-D.-6T-3-7-1-F3-71
0 4981 49-8 4 3 -1 T8 4 38 435 0 35 0
CHARr#3
Ahnnbe, of anchor locations reqwred
Fraim Single Panel and Total Fra Width (I n)
Height
30.0 36,0 42.0 48.0
in)
60.0 72.0 84.0 91io
H&S I Jamb H&S Jamb H&S Jamb S I jan1b
84.0 4 5 6 6 6 6
88.0 4 6 5 6 6 6
92.0 4 t66 5 6 6 6
96.0 1 4 6 5 6 6 6
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
GRATZ, PA 17030
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" X 96"
ELEVATION
DRA YN: DWG NO. R
V. L. 08-02249 C
SCALE NTS I-F 10/30/13 i I SHE" 2 OF 10
I. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-668-0609 tifoinasCaNdomaspe.com
SIGNED: 0612112017
0
0
OFPAT
1 ONAL1110mm'\\ \
Luis R. Lomas P.E.
FL No.: 62514
6" MAX —
11
6" MAX
T-
1
17" MAX
D.C.
96 11
MAX
FRAME
HEIGHT
6" MAX
96" MAX FRAME WIDTH
1) ANCHOR PER LOCATION
AT HEAD & JAMBS
SEE CHART #4
FOR NUMBER OF LOCATIONS
REQUIRED
17" MAX
1—r 0 . C. 6" MAX
2) ANCHORS PER LOCATION
SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL
EXTERIOR VIEW SEE CHART #4
FOR NUMBER OF LOCATIONS
DESIGN PRESSURE RATING IMPACTRATING
REQUIRED
135.0PSF NONE
SEE CHARTS #1 AND #2 SHEET2 FOR OTHER UN17-S RATINGS
HARDWARE SCHEDULE
FLATMOUNTED HANDLE SET(99-04-145)AT38 3/4"ON CENTER FROMPANEL BOTTOM
METALLIC TANDEM ROLLERS (99-17-195) AT EACH END OF PANEL BOTTOM RAILS
JIVINUM 6063-T6 REINFORCEMENT (668) AT ALL PANEL INTERLOCKS
REVISIONS
DESCRIPTION DATE PROVED
ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
REVISED INSTALLATION DETAILS 08/03/15 R.L.
REVISED INSTALLATION DETAILS 06/21/17 R.L.
NOTES:
1. MAXIMUM PANEL SIZE: 48 112"x 95"
2. MAXIMUM D.L.O.: 44 518"x 90 518"
CHART"
Number of anchor locations required
Single Panel and Total Unit Width (in)
Fraine
Height
30.0 36.0 420 480
in) 60.0 7ZO 94 O 96.0
H&S I Janib H&S Ja b H&S Jamb I&S Ja
84.0 4 6 5 6 6 6 6 6
88.0 4 r 5 6 6 6 6 6
92.0 4 6 5 6 61 j 6 6 6
96.0 4 6 6 6 6
SIGNED: 0612112017
MI WINDOWS AND DOORS LLC 0NIIk-IiI1//j/
650 WEST MARKET STREET
GRATZ, PA 17030 E IV&
f* 511SERIES420SGDREINFORCEDWITHOUTADAPTER
96" x 961,
OFFINELEVATIONAT tT4;
C)
OR VD 'I' DRAWN: RD
V. L. 249 C ONAC
I/jIllw0
Luis R. Lomas P.E.
14TS DAII I 0/30/13 ISTIEFT3 or lo IL. ROUERTO LOMAS P.E.
1432 WOOOFORD RD LEWISVILLE, NC 27023
434-688-0609 rilomas@Irlomaspe.com FL No.: 62514
1/2" MIN.
EDGE DISTANCE
1 3/8" MIN.
WOOD FRAMING
OR 2X BUCK
EMBETMENT
BY OTHERS
1/4"
MAX.
SHIM
10 WOOD
SPACE
SCREW
EXTERIOR j I I I I I I I INTERIOR
10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
MIN,
IENT
REVISIONS
REV DESCRIPTION ATE APPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
B REVISED INSTALLATION DETAILS 08/03/15 R.L.
C REVISED INSTALLATION DETAILS 06/21/17 R. L.
1 3/8" MIN. 114" MAX,
EMBEDMENT SHIM SPACE
17— INTEROR
1/2" MIN.
EDGE D ISTANCE
I IF-1W==ikF1E]]ll
10 WOOD I
SCREW EXTERIORIL—P—
WOOD FRAMING JAMB INSTALLATION DETAIL
OR 2X BUCK
BY OTHERS WOOD FRAMING OR 2X BUCK INSTALLATION
I_k 1/2" MIN.
EDGE DISTANCE
SIGNED: 0612112017
VERTICAL CROSS SECTION MI WINDOWS AND DOORS LLC
WOOD FRAMING OR 2X BUCKINSTALLATION
650 WEST MARKET STREET N\ $ 9, L 0
GRATZ, PA 17030 C,. E IV &
SERIES 420 SGD REINFORCED WITHOUT ADAPTER V
96" X 96"
FRAME INSTALLATION DETAILS
NOTES: DRAWN: EV
Ic
4
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
V. L. T 7
08-02249
SCALE
0NAl-
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE NTS DAE 10/30/13 1 SHEI ET 4 OF 10
DESIGNED IN ACCORDANCE WITH ASTM E2112
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E.
434-688-0609 r1lomas@14omaspe.com FIL No.: 62514
1 1/2" MIN I" MIN.
SEPARATION EDGE DISTANCE
1 1/4" MIN. 4
EMBEDMENT
CONCRETE/
MASONRY
BY OTHERS 1/4" MAX.
SHIM SPACE
OPTIONAL
1X BUCK
TO BE
PROPERLY
SECURED
SEE NOTE 3
SHEET 1
3/16" TAPCON
3/16" TAPCON
MASONRY/
CONCRETE
BY OTHERS
EX TERIOn INTERIOR
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
A
A
1 1/4" MIN.
EMBEDMENT
2 7/8" MIN 1" MIN.
SEPARATION EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETEIMASONRYINSTALLATION
REVISIONS
REV DESCRIPTION DATE PPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
B REVISED INSTALLATION DETAILS OB/03/15 R.L.
C REVISED INSTALLATION DETAILS 06/21/17 R.L.
1 1/4" MIN.
EMBEDMENT
T- /4" MAX.
a
SHIM SPACE
MIN INTEF?IOR
EDGE
DISTANCE
3"
MIN J
SEPARATION El n
A.'
3/16" TAPCON EXTERIOR
CONCRETE/MASSONRY
BY OTHERS JAMB INSTALLATION DETAIL
CONCRETEIMASONRYINSTALLATFON
OPTIONAL 1X BUCK
TO BE PROPERLY
SECURED
SEE NOTE 3 SHEET 1
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER ANO JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORbANCE WITH ASTM E2112 SIGNED: 0612112017
MI WINDOWS AND DOORS LLC 0,IIIIIII///
650 WEST MARKET STREET
GRATZ, PA 17030 E N
SERIES 420 SGD REINFORCED WITHOUT ADAPTER " 65 1 *7
96" X 96"
0
0 F ',QFRAMEINSTALLATIONDETAILSTAT
DRAWN: DWG NO,
V. L.
DATE
08-02249 TIC //
Z//0NA`L
SCALE NTS 10/30/1-) IsHrET6 OF 10 /0111110
L. ROBERTO LOMAS P.E. Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE, AC 27023
FIL No.: 62514434-588-0609 tIIomas@frIorj;aspe—m
METAL
STRUCTURE
BY OTHERS
1/2" MIN
EDGE
DISTANCE
1/4" MAX.
SHIM SPACE
10 SMS OR
SELF DRILLING
SCREW
EXTERIOR I I I I I I I I INTERIOR
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
10 SMS OR
SELF DRILLING
SCREW
METAL
STRUCTURE
BY OTHERS
1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
T-
1/2" MI
EDGE DISTI
t
10 SMS OR
SELF DRILLING
SCREWS
MErAL
STRUCTURE
BY OTHERS
REASIONS
REV DE CRIPTION DATE PPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
B REVISED INSTALLATION DETAILS 08/03/15 R.L.
C REVISED INSTALLATION DETAILS 06/21/17 R. L.
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SIGNED: 0612112017
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
GRATZ, PA 17030
9 L o
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" x 96"
FRAM E INSTALLATION DETAILS A . " A T4421' 1 z
0
MO` DRAWN:
V. L.
Dwc; No.
08-02249
EV
C
10/30/13 1 SHEIT 5 OF 10rDMEL. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
4 -68834 -0609
Luis R. Lomas P.E.
FIL No.: 62514
1/2' MIN.
EDGE DISTANCE
WOOD FRAMING 1 3/8" MIN.
OR 2X BUCK EMBEDMENT
BY OTHERS
1/4" MAX.
SHIM SPACE
10 WOOD
SCREWS
EXTERIOR LL-U 11 11 INTERIOR
0 BE SET IN
OF
VED SEALANT
10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
MIN.
AENT
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INS TALLA TION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED INACCORDANCE WIT14ASTM E2112
1 3/8" MIN.
EMBEDMENT
T-
i/2" MIN.
EDGE DISTANCE
10 WOOD
SCREWS
WOOD FRAMING
OR 2X BUCK
BY OTHERS
REVISIONS
DESCRIPTION DATE APPROVED
ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
REVISED INSTALLATION DETAILS 08/03/15 R.L.
REVISED INSTALLATION DETAILS 06/21/17 R.L.
1/4" MAX.
SHIM SPACE
JAMB INSTALLATIONDETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
SIGNED: 0612112017
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
9 L
GRATZ, PA 17030
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" X 96"
FLANGE INSTALLATION DETAILS TAT 0 F
0 RDRAWN:
V. L. C l'/6NV-
00111110\\
Luis R. Lomas P.E.
FDAIESCALENTS 10/30/13 jSRrET7 OF 10
L. ROBERTO LOMAS P.E.
1432 WOODFORORD LEWISVILLE, NC27023
434-680-0609 FL No.; 62514
1/2" MIN.
EDGE
DISTANCE
METAL --
iSTRUCTURE
BY OTHERS
10 SMS OR
SELF DRILLING
SCREW
METAL
STRUCTURE
BY OTHERS
EXTERIOR
1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
1/4- MAX.
SHIM SPACE
10 SMS OR
SELF DRILLING
SCREW
lAwfiloyll,
1 TO BE SET IN
BED OF
PROVED SEALANT
L-
1/2"
MIN.
EDGE
DISTANC
T-
10 SMS OR
SELF DRILLING
SCREWS
METAL
STRUCTURE
BY OTHERS
nwilaNTM,
REVISIONS
REV DESCRIPTION DATE APPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/1 L.
8 REVISED INSTALLATION DETAILS R L.
C REVISED INSTALLATION DETAILS 06/21/17 R.L.
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SIGNED: 0612112017
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET 11 L 0
GRATZ, PA 17030 E Nq .Lp
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" X 96" 4FLANGEINSTALLATIONDETAILS T49TAT OFOF
DRAWN:
V. L. 2249 tp
ONAl-
Luis R, Lomas P.E.
CALE NTS 0/30/13 SFEET El OF 1010
L. ROBERTO LOMAS P.E.
t432 WOODFORD RD LEWISIILIE, IC 21023
434-688-0609 r1lomas@Ifloniaspe c.M FIL No.: 62514
1 1/2" MIN. I" MIN.
SEPARATION EDGE DISTANCE
1 1/4" MIN,
EMBEDMENT
CONCRETE/
MASONRY
BY OTHERS 1/4" MAX.
OPTIONAL
SHIM SPACE
1X BUCK
TO BE
PROPERLY
SECURED
SEE NOTE 3
SHEET 1
3/16" TAPCON
3/16" TAPCON
MASONRY/
CONCRETE
BY OTHERS
EXTERIOR LLU 11 11 INTERIOR
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
REASIONS
REV DESCRIPTION DATE APPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
B REVISED INSTALLATION DETAILS 08/03/15 R. L.
C REVISED INSTALLATION DETAILS 06/21/17 R. L.
1 1/4" MIN.
EMBEDMENT
T- 1/4" MAX.
SHIM SPACE
M IN.
EDGE
DISTANCE
3"
MIN.
SEPARATION
3/16" TAPCON
CONCRETE/MASONRY
BY OTHERS
INTERIOR
U117
E, 3 11 HN
EXTERIOR
JAMB INSTALLATION DETAIL
CONCRETEIMASONRY INSTALLATION
OPTIONAL IX BUCK
Ll TO BE PROPERLY
SECURED
SEE NOTE 3 SHEET I
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
MIA. 1 1/4 N NOT SHOWN FOR CLARITY.
4. EMBEDMENT 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SIGNED: 0612112017
MI WINDOWS AND DOORS LLC
2 7/13" MIN.
SEPARATION
1" MIN.
EDGE DISTANCE
650 WEST MARKET STREET
GRATZ, PA '17030
9 L 0
VERTICAL CROSS SECTION
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
CONCRETEIMASONRY INSTALLATION
96" X 96" 41, FLANGE INSTALLATION DETAILS A 6TAT: OF,
DRAWN: DW13 NO, ZORVO
V.L. 08-01
SCALE
AL
NTS I —E SHEET 910/30/13 OF 10 Illim
L. ROBERTO LOMAS PE
1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E.
434-688-0609 ilf—jasonrloinaspe.com FL No.: 62514
ul- -.. .1
BY OTHEF
EMBE
APPRO
SEAU
BEHIND
ff8 WGULI
SCREW
APPROVED
SEALANT
BEHIND FIN
8 WOOD
SCREW
7/16" MIN j
EDGE DISTANCE
EXTERIOR
INTERIOR
1 1 1/4" MAX
7/16" MIN
EDGE DISTANCE
JAMB INSTALLATION DETAIL
FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN.
EMBEDMENT
r
WOOD
RAMINGBYOTHERS INTERIOR TRIM
1/4" MAX. 1 3/8" MIN.
SHIM SPACE EMBEDMENT
HOOK STRIP
F
HOOK I STRIP plO SELF DRILLING
1 1),
SCREW
10 WOOD PANEL
SCREW EXTERIOR INTERLOCK
EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION
METAL STRUCTURE
HOOK STRIP INSTALLATION SIGNED: 0612112017
2X BUCKIWOOD FRAMING
REMSIONS
REV D CRIPTION D APPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
B REVISED INSTALLATION DETAILS 08/03/15 R.L.
C REVISED INSTALLATION DETAILS 06/21/17 R.L.
1 5/8" MIN.
EDGE DIST.
4
A
1 1/4" MIN.
INTERIOR EMBEDMENT
MASONRY/CONC RE TE
BY OTHERS
Ix BUCK BY OTHERS,
HOOK STRIP IX BUCK TO BE
PROPERLY SECURED
3/16"
EXTERIOR
PANEL INTERLOCK
HOOKSTRIP INSTALLATION
MASONRYICONCRETE
1/2" MIN. METAL STRUCTURE 1/2" MIN. EDGE
DISTANCE
BY OTHERS
EDGE DISTANCE
TRIM
INTERIOR
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
FOR SILL INSTALLATION SEE SHEETS 4-9.
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, IYOTH ERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TOBESTo
DESIGNED IN A CCORDA NO E WITH A S TM E21L12
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
GRATZ, PA 17030
5 R - L 0
ENS
1 .*= 61 . — 4, ITAATI OF
ZOM01
16NAL
1011111w
Luis R. Lomas P. E.
FIL No.: 62514
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" X 96"
NAILFIN & HOOK IMSTALLATION DETAILS
DRAWN:
V.L. 249
SCALE NTS 1-1 10/30/13 ISIIE-10 OF 10
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-6 8-0609 1110-01tiomaspe.com
Florida Buildino, Code Online Page I of 6
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Product Approvaldbg)r C, USER: Public User
Product Approval Menu > Product or Application Search I Application Lis > Application Detail
FL # FL15279-R5
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Certification Agency
Validated By
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Product Approval Method
Date Submitted
Date Validated
reapply 11/28/17
0
Clopay Building Products Company
8585 Duke Blvd.
Mason, OH 45040
513) 770-6062
mwesterfield@clopay.com
Scott Hamilton
shamilton@clopay.com
Exterior Doors
Sectional Exterior Door Assemblies
Certification Mark or Listing
Intertek Testing Services NA, Inc.
Gary Pfuehler
R Validation Checklist - Hardcopy Received.
Standard Year
ANSI/DASMA 108 2005
ANSI/DASMA 115 2005
ASTM E1886 2002
ASTM E1996 2002
ASTM E330 2002
Florida Licensed Professional Engineer or Architect
FL15279 R5 Eauiv 20170809 - FBC - DASMA 108 eouiv.odf
FL15279 R5 Equiv 20170809 - FBC - DASMA 115 equiv.i)df
Method 1 Option A
08/10/2017
11/29/2017
https:HvvN.floridabuildin-g.orcr/pr/pr app dtl.aspx?param=wGEVXQwtDqv')yVVKJZIQ... 2/1/2018
Florida Building Code Online Pac,e 2 of 6Z
Date Pending FBC Approval
Date Approved 12/05/2017
Summary of Products
Go to Page = d a page i / 8 a 0
FL # Model, Number or Nam Description
15279.1 001 W3-09 DSIE-1A171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.;
2051, 2053, 40SO, 4051, 4053, 62, interior skin 29 ga. min.) Single -Car (up to 9'0" wide)
64, 65, 62G, 62LG, 64G, SDP38, WINDCODE@ W3 Garage Door
SFL38, SRP38, 134, 135, 136,
16130,6131,6133
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proo
of insDection.odfAlyprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek.r)df
Design Pressure: +20 PSF/-20 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 H 101655-Revl2.r)d
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBQ. Evaluation Reports
Created by Independent Third Party:
15279.2 002 W3-09 DSIE-lA471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated
GRISP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
AR1LP`, ED1SP, ED1LP, 4132, 2132, Single -Car (up to 9'0" wide) WINDCODE() W3 Garage Door
6132, SFC38, MFC38
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof
of insr)ectjon.lodApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek.gd
Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product OS/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 11 103952-Rev0l.i)d
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.3 003 W3 09 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.;
9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
HDPL13, 7130, 7131, 7133, 8130, WINDCODE@ W3 Garage Door
8131, 8133
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and [proof
of insoection.pdApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek.pd
Design Pressure: +20 PSF/-20 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 II 104175-Rev01.pd
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
I Created by Independent Third Party:
15279.4 004 W3-16 DSIE-1A171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.;
2051, 2053, 4050, 4051, 4053, 62, interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide)
64, 65, 62G, 62LG, 64G, SDP38, WINDCODE@ W3 Garage Door
SFL38, SRP38, 134, 135, 136,
6130,6131t6133
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof
of inspection,odApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek.Ddf
Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL1S279 R5 II 101820-Revl3.od
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.5
https://www.floridabuildincy.oralprlpr_app_dtl.aspx?param=wGEVXQwtDqv'yVVKJZI Q... 2/1/2018
Florida Building, Code Online Pacre of 6
005 W3-16 DSIE-lA471: GD1SP,
GR1SP, GD11-P, GP,1LP, AR1SP,
AR1LP, ED1SP, ED11-P, 4132, 2132,
6132, SFC38, MFC38
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated
EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
Double -Car (9'2" up to 16'0" wide) WINDCODE@ W3 Garage
Door
Certification Agency Certificate
FL15279 P,5 C CAC Letter with proof of contract and proo
of insDec' tion. Qd
FL15279 R5 C CAC W3 Listinq Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 104028-Rev0l.[)d
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.6 006 W3-16 DSIU_1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.;
9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
HDPL13, 7130, 7131, 7133, 8130, WINDCODE@ W3 Garage Door
8131, 8133
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant; N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.r)d
FL15279 R5 C CAC W3 Listing Intertek.Qd
Quality Assurance Contract Expiration Date
OS/21/2028
Installation Instructions
FL15279 R5 II 104168-RevOl.pd
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.7 007 W3-16 PAN-21`153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide)
75, 190, 84A, 94, 42, 48, 5S, 42B, WINDCODE@ W3 Garage Door
48B,55S,4RST,6RST,4RSF,6RSF
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and oroof
of inspection.r)d
FL15279 R5 C CAC W3 Listing Intertek.j)df
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 101308-Revl2.fpd
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.8 008 W4-09 DSIE-11`171: 4300,
4301, 4310, 4400, 4401, HDG,
HDGL, HDGF, 66, 66G, 67, 67G,
68, SP200, SF200, SE200, 6200,
6201,6203
2" Double -skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
WINDCODE@ W4 Garage Door
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL1 5279 R5 C CAC Letter with proof of contract and proo
of inspection.pdApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL15279 R5 C CAC W4 Listing Intertek.odf
Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 RS 11 101652-B-Revll.pdf
windborne debris regions. The product without glazing DO -ES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.9 009 W4-09 DSIE-11`471: GD2SP,
GR2SP, GD2LP, GR21_P, AR2SP,
AR2LP, ED2SP, ED2LP, 4302,
HDGC, 6202, SFC68, MFC68
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +28 PSF/-29 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS
exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -
Car (up to 9'0" wide) WINDCODE@ W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proo
of inspection.pd
FL15279 R5 C CAC W4 Listing Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 103969-B-RevO2.1)d
https://www.floridabuilding.oro,/pr/Pr p dtl.aspx?param wGEVXQwtDqv'yVVKJZlQ... 2/1/2018C) _ap _ -1
Florida Buildinor Code Online Page 4 of 6
DOES NOT meet the impact resistant requirement for Verified By: Intertek Testing Services NA, Inc.
windborne debris regions. Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.10 010 W4-09 DSIU - 11`171: 9200, Double -skin Insulated PUP, (exterior skin 27 ga. min.;
9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
HDPL20, 7200, 7201, 7203, 8200, WINDCODE@ W4 Garage Door
8201,8203
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +28 PSF/-29 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.od
FL15279 R5 C CAC W4 Listing Injertek.df
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL1527q R5 II 104183-Rev0l.pd
Verified By: InterLek Testing -Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.11 011 W4_09 DSIUO-IK479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.;
Ridge/Brookstone interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" I wide) WINDCODE(D W4 Garage Door
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +28 PSF/-29 PSF
Other* The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and oroof
of insl)ection.pd .
FL15279 R5 C CAC W4 Listing Intertek.od
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 II 104456-RevOl.r)d
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.12 012 W4-09 PAN-21`151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide)
75, 190, 84A, 94, 76, 42, 48, 55, WINDCODE@ W4 Garage Door
42B, 48B, 55S, 4RST, 6RST, 4RSF,
6RSF, 2RST, GD5S, GD5SV, GRSS,
GRSSV,AR5S,AR5SV,ED5S,
EDSSV
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +25 PSF/-32 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
15279.13 013 W4-09 PAN-21`441: G4S, GS4,
G4L, GL4, GD4S, GD4L, GP4S,
GR4L, G4SV, GS4V, G4LV, GL4V,
GD4SV, GD4LV, GR4SV, GR4LV,
E4S, E4L, ED4S, ED4L, E4SV, E4LV,
ED4SV, ED4LV, SS4, SL4, AR4S,
AR4L, SS414 SL4V, ARASV, AR4LV
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +25 PSF/-32 PSF
Other. The standard glazing available for this product
meets the wind load requirements of the.building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and oroof
of ins ection.Ddf
FL15279 R5 C CAC W4 Listing Intertek,odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 300159-B-Rev16.nd
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single -
Car (up to 9'0" wide) WINDCODE@ W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.l)d
FL15279 R5 C CAC W4 Listing IQ ek.
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15?79 RS II 103486-B-RevO8.od
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.14 014 W4-09 SPO-21`449: Grand Steel Pan (min. 24 ga.) with Overlay Single -Car (up toIHarbor, Stone Manor 9'0"wide) WINDCODE@ W4 Garage Door
https://www.floridabuilding.orc,/Pr/pi_app_dtl.aspx?param=wGEVXQwtDqv' )yVVKJZIQ... 2/1/2018
Flon'da Buildinc, Code Online1
Pac,e 5 of 6
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25 PSF/-32 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FEC).
Certification Agency Certificate
FL15279 P,5 C CAC Letter with oroof of contract and oroof
of inspection.od
FL15279 R5 C CAC W4 Listing Intertek.Ddf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 103549-RevO6.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.15 015 W4-16 DSIE-1F171: 4300,
4301, 4310, 4400, 4401, HDG,
HDGL, HDGF, 66, 66G, 67, 67G,
68, SP200, SF200, SE200, 6200,
6201,6203
2" Double -skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
WINDCODE5 W4 Garage Door
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract an.d-pLoof
of inspection.1)dApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL15279 R5 C CAC W4 Listing Intertek.odf
Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date
Other: The standard glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 11 101481-B-Rev13.Pd
windborne debris regions. Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party;
Evaluation Reports
Created by Independent Third Party:
15279.16 016 W4-16 DSIE-1F471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS
GR2SP, GD2LP, GR2LP, AR2SP, exterior skin 27 ga. min.; interior skin 27 ga. min.) Double-
Alk2LP, ED2SP, ED2LP, 4302, Car (9'2" up to 16'0" wide) WINDCODE@ W4 Garage Door
HDGC, 6202, SFC68, MFC68
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof
of insoection.odApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL15279 R5 C CAC W4 Listing Intertek,pdf
Design Pressure: +25.5 PSF/-25.S PSF Quality Assurance Contract Expiration Date
Other: The standard glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 11 104029-6-RevQ3.odf
windborne debris regions. Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.17 017 W4-16 DSIEO-11`479: Double Skin Insulated EPS (exte ior skin 27 ga. min.;
Coachman/Settlers/Affinity interior skin 27ga. min.) with Overlay Double -.Car (up to
16'0" wide) WINDCODE@ W4 Garage Door
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.pdApprovedforuseoutsideHVHZ. Yes
Impact Resistant: N/A FL15279 R5 C CAC W4 Listino Intertek.l)df
Design Pressure: +25 PSF/-25 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 II 103046-RevO7.pd
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
I Created by Independent Third Party:
15279.18 o18 w4-16 DSIU-11`171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.;
9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
HDPL20, 7200, 7201, 7203, 8200, WINDCODE@ W4 Garage Door
8201,8203
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL1S279 R5 C CAC Letter with proof of contract and proof
of inspection. pdApprovedforuseoutsideHVHZ: Yes..
Impact Resistant: N/A FL15279 R5 C CAC W4 Listing Intertek.pdf
Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 RS II 104169-Rev0l.l)d
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC), Evaluation Reports
Created by Independent Third Party:
https://www.floridabuildina.orc, r' r app dtl.as x?param=wGEVXQwtDqv3)yVVKJZlQ... 2/1/2018P /P - - - - P
Florida Building Code Online Page 6 of 6
15279.19 019 W4-16 DSIUO-lK479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.;
Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (9'2" to116'0" wide) WINDCODE@ W4 Garage Door
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25.5 PSF/-25.5 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.20 020 W4-16 PAN-21`153: 73, 1500,
75, 190, 84A, 94, 42, 48, 55,
4RST, 6RST, 4RSF, 6RSF, GD5S,
GD5SV,GRSS,GR5SV,AR5S,
ARSSV,ED5S,EDSSV
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +24 PSF/-24.5 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
Go to Page = d
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of inspection,pd
FL15279 R5 C CAC W4 Listina Intertek.pd
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 104457-RevO2.pd
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide)
WINDCODE@-W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of inspection, Did
FL15279 RS C CAC W4 Listing Intertek.cicif
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279- R5 II 101711-B-Rev15.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
E-E FN__1j
Page 1 / 8
Contact Us :: 2601 Blair Store Road, Tallahassee FL 32399 Phone: 850-487-1824
The State of Florida is an WEED employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Staitemen :: pef.nd Statemen
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395. -Pursuant to
Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here . ,
Product Approval Accepts:
0 45E Fa_iRl R 0
Cfed-"t carb
Safe
https://www.floridabulldlno,.ora/pr/pr_app_dtl.aspx?param=wGEVXQwtDqv' )yVVKJZIQ... 2/1/2018
1 1.,
DOOR HEIGHT
Ta TV
7'Y TO
P/111 11101 fi/1 III III Y/ P/
C
DE13R VIM
Ile, To 9101
T. 11—
SME TAME MR OTY).
T,r.L-Lmgp V%) NO
A "--T `
HYERVBXAT, 6""
ly, I I S, 71w 11 r7: 17 11 r, I
A
DOOR WIDTH - I§*-0"
CLASS& SHORT SIXAMN. 'CAR "0Uw
SHORT RVSDD_PAREL is ALSO
1144/5* SHEET7EFALSCREWS
VA 41114;j— RERS v
m_ W
SEE SHEET TWO FOR
IMPACT RESISTANT CONSTRUCTION DETAIL "A"
AND STANDARD CONSTRUC'T DETAIL "B";
TRACK AND JAMB DETAILS.
SHEET 1 OF 2
OPTIONAL GLAZING MAY BE STANDARD OR IMPACT
RESISTANT GLAZING. SEE SECTION B-B FOR
DETAILS.
MAX. STANDARD SIZE IS 42-1/2"06". IMPACT
RESISTANT GLAZING IS 211-5/8%14-1/8*.
a* . 20 C& U-.
U-BARS IN A 2-1-2-1
1AT=.%E,A.U,--
ONE U-BARS ON 67
socroH. ETC)
VIEW v
OWN 11MMI I [ 1W5`71
DESIGN ENGINEER: MARK WESTERFIELD. P.E.
FLORIDA P.E. 10495.
NO P.E. #23832,
TEXAS P.E. #91513
DATE DESCRIPTION
3/07 ADDED EXTENDED H8GHffS, COMBINED CLOI
1/08 ADDED M/N 42B. 48B. 55S
1/00 ADDED M/N 4F
30 ADDED 'CARRIAGE HOUSE' EMBOSS DOORS.
10 UPDATED MODEL TABLE.
12 REVISED WIND SPEED TA13LE FOR ASCE7-1
12 ADDED IMPACT RESISrANT OPTION.
VIEW W
LOCH POS1710" SCfS)
M PONT LCCKING
SHIP LAP JOINTS. -
10 DENSITY POLYSTYRENE FOAM INSULATION
1-5/16- THICK WITH VINYL HAIRCELL
BACKER (INSULATED MODELS ONLY)
25 GA. MIN. GALV. STEEL SKIN
WITH A BAKED -ON PRIMER,
AND A RAKED -ON POLYESTER
TOP COAT APPLIED TO BOTH
SIDES OF STEEL SKIN.
W- THE *`B- C,XX ( w
mm.. 25)F 3)
ANT IKff
A -XDgn2. PR x.
TE
KTEGCRY I.- C. -I.- C
SECTION A -A (SIDE VIOL
I T- 2' THICK
M ' —'rW.`;A-2F11 3
DATE- 1/3/97
8585 DUKE BLVD. MRAVN BY, Building Products MASON ' OH 45040 JAC
Company (513) 770-4800 CHECNED BY,
Ctop.y CorpomtIon All RIghb R—md. mww
OPROW&L 15279
AND IDEAL
3" TALL U-BAR
20 GA, DALY. STEEL
MIN. YEILD STRENGTH: 50 KSI
C1 3'
1-7/1' =j
T
1 2 GA. GALV. STEEL TOP
ROLLER BRACKET. EACH
BRACKET ATTACHED W/(4)
0144/8- SHEET METAL
SCREWS.
14 GA_ GALV. ROLLER HINGE.
EACH HINGE FASTENED TO END
STILES WITH (4) #140/8"
SHEET METAL SCREWS AND (4)
1/4".3/4 " SELF TAPPING
SCREWS. SEE VIEW W.
3
1
3' TALL . 20 GA_ GALV. STEEL U-SARS IN
A 2-1-2-1 PATTERN (I.E. TWO U-BARS
ON BOTTOM SECTION, ONE U-BAR ON NEXT
3
SECTION, ETC.). EACH U-BAR ATTACHED
WITH (2) 1/4.3/4* SELF TAPPING SCREWS
PER SnLE LOCATION.
13 GA. GALV. STEEL BOTTOM BRACKET.
ATTACHED WITH (2) #145/8" SHEET METAL SCREWS,
ALUMINUM EXTRUSION
VINYL WEATHERSTRIP.
DESIGN LOADS: +24.0 PSF & -24.5 PSF
TEST LOADS: +38.0 PSF & -37.0 PSF
VV4 n RATING
I
MA . DOEIR SIZE-
W4 16'O"W x 16'0"H
FESCRIPTION, CLASSIC AND CH RP STEEL PAN
DOUBLE -CAR, 16'W +24/-24.5 PSF
ER,
101711
KDOOL is H
TARPIAGE HOUSE' RAISElI PANEL.
Emmums Dom
HUDE1.3 25 GA 125 GA INS
CLOPAY ov5s, w5lv,
GIM OR3SV
ART's AR3sv
DEAL
TARRlAGE HOUSE. ms a3sv
DIM MONT S41"L 0 OF U-BARIJ
UP TO 7'V40 "
7'3' TO 6'W7 45 MUT OT zxi TO PROVIDE A nUSH
TOI' TO 10-6 6 9 SURRACE. HORD'ONT& "m DO NOT' TRANSW, LOAD.
I.' M 12-3M 77ITO6- TO 14 f- L r I, 4-31 TO
L& 8
gr —0 — w cENTENm, m000 m Omamm
I 6'0' INCLUDED S.EEVE%CWRS.
OR
KAX Imnum WFM 17- CENTERS (2.000 PID MIN' CONCRETE) OR 9-
CENTERS ). V .0. REVURED WITH TAPCONS.
ANCHORS NAY BE C"I"ERSURK J:T NOT EWQLA=PROWE A FLUSH
G SURFACE. HORIZONTAL W DO LOAD.
RE`ER TOREFER TO 'IDS-15t. A LICENSED DEUGH
Y ALSO BE IN TO APPROVE ALIMNATE FASTENERS
to
STOP moutImsto is — iNsIALLER cm sum
w PIKE W_
Mll — STEEL END STILE
MV STIOD. INTER. SIXE—
IMPACT RESISTANT ASSEMBLY DETAILS
D RAWING 101711 _A
SECTION B—B IMPACT —RESISTANT GLAZING OPTION)
OPTIONAL DECORATIVE
SHNI'm NSUff.
l—'T rACADE.
CN,ANT
TISTEEL am AND FRAUD.
NPACT RURDANT
w-P,`C[ N TO
10) #8 3/4- M HEN) LIACHINE $00—
i'RONT
2600.
STANDARD ASSEMBLY DETAJLS
DRAVAPAr. 10 171 1 -B
TRW FRALIE WITH U.V. 000UINO ON OUTSIDE SURFACE
NOTE THAT E 5 NARRO M THAN
WACT RESISTANT E.
D'O7D MCE
LITE RETAINER.
RUCTION
LITES AVALA
RE OPM OR LUCITE
OP APPROVED = PLASM IN ACCORDANCE WITH ISC/M
2M. THE ENTIRE DOOR ASS y INSTALLED IN C E
WITH TH SECTION THE WRID LOAD REOUIRELINTS
OF THE FLORIDA BUILDING CODE OR 114TERRAMNAL
BUILDING CODE OUT DW,= WEET 'ME WACr
RESISTANT REQUIREWIM WDOORNE DEEM REQUINS
W cNAPTIER 1. FRC,4m).
SHEET 2 0
Is OX OAl2v. HRm EACH
ER I"'HOE FASTENED TO STAEs,
ONE PER RUM)
2 V. STEEL, TRACK FASTENED To 14 DA. DALX ROLLER —E. EACH —9
0 ABOVE THE DOOR OPENINGSELl' TAPPIND SCRIER3.
DOES NOT AFFECT THE WIND
RALL. SHORT STO,I STIED. RDI-I.Ell WITH LOAD RATING OF THIS DOOR.
2 GA. V 37— TRACK BiRAC FASTENED TO END SOLES WITH (4) NOTE, TRACK CONFIGURATION
4Fj%E I'l -114-1— — — — (
OIRON "ORDONTAI, TRACK Suf BY
NYLON TIRE
DOOR
8' TALL DiXM AND UNDER
HM THE DESIGN Or THE SUPPORTING SIR O SHAUL BE TIVE 13 GA. MV STEEL nAQ ERADKET
R TOP BRACKET
RE"MMILRY THE PROFESSIONAL OF ADCORD FOR THE K*-DM OR EACH FAStD*D M WOOD AM RITH DOUBLE HORIZONTAL
STRUCTURE AND IN A00OR CE WON CURRENT INALOING CODES THE LOAD$ (3) 5118.1-5le WOCID LAD SCRE TRACKLISTEDONTHEDRAW".
2' DAM STEEL TRACMINLTRACKTHICKNESS; 0.*
TVP' 2-.1/2*.12 GA. GALV. STEEL TRACK ORAGI,ET.
4) TRACK BRACI(M PER SIM
ACI
31 TRACK AvAll—, ASLHEEDED.
NORD'ONTAL TRACK SUPPORT
DOORS OVER a' TALL ,
visr (TO sun)
L13 OA. GALV. STEEL EIRACKEl'.
F 77 " -T- EACH FASTENED M wow 4AWS WITH
L3) 5116.0-51r LAD SCFWWL
Fm --- I
gTV23? DALY. GROB. TRACIEELT K*
TRACK ._ . 'KGMESS Oao am
ENGINEER: MARK WESTERFIaD,
NOT TO "GEEO 30' O.C.
TY')
U WL FOR DOM OVER
t2'-D- HIGH, TTWK
CONMU N SHALL NOT
EXCEED IWVOUW SPACING
FOR IAORE DETAA- F ROO.
DESIGN LOADS: +24.0 PSF 81 —24.5 PSF
Florida Building Code Online Pac,e 1 of 4
1
BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map i Links Search
Approval
W. r USER: Public Userdb
Product Approval Menu > Product or Application Search > Application Lis > Application Detail
FL # FL17499-R3
Application Type Revision
Code Version 2017
Application Status Approved
Approved by DBPR. Approvals by DBPR shall be reviewed and ratified
by the POC and/or the Commission if necessary,
Comments
Archived
Product Manufacturer MI Windows and Doors
Address/Phone/Email 650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlinger@miwd.com
Authorized Signature Brent Sitlinger
bsitlinger@miwd.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Windows
Subcategory Single Hung
Compliance Method Certification Mark or Listing
Certification Agency American Architectural Manufacturers Association
Validated By Steven M. Urich, PE
2 Validation Checklist - Harccopy Received
Referenced Standard and Year (of Standard) Standard
AAMA506
AAMA/WDMA/CSA 101/I.S.2/A440
AAMA/WDMA/CSA 101/I.S.2/A440
Equivalence of Product Standards
Certified By
Product Approval Method Method 1 Option A
Date Submitted 01/15/2018
Date Validated 01/15/2018
Date Pending FBC Approval
Date Approved 01/21/2018
Year
2011
2008
2011
https://www.floridabuild'mc,.orc-,/pr/pr p dtl.aspx?param==wGEVXQwtDqtCUGovjQiz6B... 2/1/2018ap
Florida Building Code OnlineZD Page 2 of 4
Summary of Products
FL # E-de:l:, Number or Name Description
17499.1 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impac
4)-odApprovedforuseoutsideHVHZ: Yes
Impact Resistant: Yes FL17499 PQ C CAC MI Windows - 185 SH (Fin) Imoact (5)
Done.1)dDesignPressure: +55/-55
Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Flange) Imoac
3).odbeddedinPecora896sealant.
FL17499 R3 C CAC MI Windows - 185 SH (Flanoe) Impact
4).Dd
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
FL17499 R3 II 08-025458j)d
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513321B-3.pd
Created by Independent Third Party: Yes
17499.2 1185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC APC(13361)El726,01-109-47-RO 185
SH(FLG waiver).odApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) (11).jodf
FL17499 R3 C CAC MI Windows - 185 SH (Fin) (12).DdDesignPressure: +60/-60
FL17499 R3 C CAC MI Windows - 185 SH (Flange) Other: R-PG60
10).od
Quality Assurame Contract Ex—piFation Date-
10/08/2018
Installation Instructions
FL17499 R3 II 08-02549B.pd
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513327B-4.r)d
Created by Independent Third Party: Yes
t18517499.3 SH 736x84 Fn/Flange Frame IG/SG Single Hung Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC APC(13363)El729.01-109-47-RO 185
SH (FLG waiver).r)dfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R3 C CAC MI WindoWs - 185 SH (Fin) (13).Dd
FL17499 R3 C CAC MI Windows - 185 SH (Fin) (14),I)dDesignPressure: +60/-60
FL17499 R3 C CAC MI Windows - 185 SH (Flanoe) Other: R-PG60*
11). [:)d
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
FL17499 R3 II 08-02550B.od
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513328B-5.lpd
Created by Independent Third Party: Yes
17499.4 18S SH 36x7l Fin, Finless, Flange Frame IG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in KVHZ: No FL17499 R3 C CAC APC H0462.01-109-47-RO 185 SH
042522).odApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No Quality Assurance Contract Expiration Date
Design Pressure: +60/-67 04/25/2022
Other: R-PG60* Installation Instructions
FL17499 R3 II 08-03163jod
Verified By: Luis R. Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 514082.Qd
Created by Independent Third Party: Yes
17499.5 185 SH 152x72 Fin/Flange Frame IG/SG Impact Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impac
2). pdApprovedforuseoutsideHVHZ: Yes
Impact Resistant: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impa
https://www.floridabuildinc,.org/pr/pr app dtl.aspx?pararn=wGEVXQwtDqtCUGc, Qiz6B... 2/1/2018a> gvi
Florida Building Code Online Page 3 of 4
Design Pressure: +55/-55 3),od
Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Flance) Imoact
2).odbeddedinPecora896sealant.
FL17499 R3 C CAC MI Windows - 185 SH (Flance) Impac
5).pd
Quality Assurance Contract Expiration Date
10/10/2018
Installation Instructions
FL17499 R3 II 08-02544B-I.pdf
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 51332OB-1.[)d
Created by Independent Third Party: Yes
17499.6 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC APC(13362)El725.01-109-47-RO 185
SH(FLG waiver)5-81G 1-8A 52 1-SX84 R60(100918).pdfApprovedforuseoutsideHVHZ: Yes
FL17499 R3 C CAC MI Windows - 185 SH (Fin) (10).QdImpactResistant: No
FL17499 R3 C CAC MI Windows - 185 SH (Fin) (9).PdDesignPressure: +60/-60
FL1 7499 R3 C CAC MI Windows - ISS SH (Flange) (9). pdfOther: R-PG60
Quality Assurance Contract Expiration Date
10/09/2018
Installation Instructions
FL17499 R3 II 08-02546B-2.r)d
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513322-B-2.c)df
Created by Independent Third Party: Yes
17499.7 185 Triple SH 111x72 Fin Frame IG/SG Single Hung 110x72 Flange Frame
IG/SG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH Triple (FJn)
3), pdApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Triple (Fin)
4)-odDesignPressure: +50/-50
Other: R-PG50* FL17499 R3 C CAC MI Windows - 185 SE_Lr iple (Flangel
3). Qd
FL17499 R3 C CAC MI Windows - 185 SH Triple (Flanae)
4). pd
Quality Assurance Contract Expiration Date
10/20/2018
Installation Instructions
FL17499 R3 II 08-02548B.pdf
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513324B-6.pd
Created by Independent Third Party: Yes
17499.8 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 105x72 Flange Frame
IG/SG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin)
3).odApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin)
4). QdDesignPressure: +45/-45
Other: R-PG45 FL17499 R3 C CAC MI Windows - 185 SH Twln Flange)
3).Dd
FL17499 R3 C CAC MI Windows - 185 SH Twin (Flange)
4).Dd
Quality Assurance Contract Expiration Date
10/20/2018
Installation Instructions
FL17499 R3 H 08-02547B-7.r)d
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513323B-7.1)df
Created by Independent Third Party: Yes
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 850-487-182
The State of Florida is an AA/EE0 employer. Copyright 2007-2013 State of Florida. :: Pri acy Statemen ;: Accessibility Statemen :: Refund Statement
htt s://w-ww.floridabuildinc,.orcr/pr/pr app dtl.aspx?param=wGEVXQwtDqtCUGevjQiz6B... 2/1/2018PI'D 1.) —
Flonida Building Code Online Page 4 of 4ZZ,
Under Florida Ia., email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
el ectronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to
action 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
Product Appro al Accepts:
M ;_R51 LE:= 13
I I... I ... . .... ........
Credit Card
safe
https://www.floridabuilding.ora/pr/pr p dt.aspx?param=wGEVXQWtDqtCUGO' Qiz6B... 2/l/2018ap _ I :z1vi
NOTES:
I . THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REQUIREMENTS OF THE FLORIDA BUILDING CODE.
2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL.
4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE
ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED
INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO
MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL.
5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY
FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY
BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH
MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS.
6. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED
COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF
THE ARCHITECT OR ENGINEER OF RECORD.
7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS
PROVIDED.
8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT
EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16-- OR
GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4".
9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE
OF SUSTAINING APPLICABLE LOADS.
10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
11. FRAME MATERIAL: EXTRUDED RIGID PVC.
12. UNITS MUST BE GLAZED PER ASTM E1300-04/09, SEE SHEET 11 FOR GLASS DETAILS.
13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE
DEBRIS REGIONS.
14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #8 WOOD SCREWS
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE.
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
REVISIONS
DESCRIPTION DATE A PROVED
REVISED ANCHOR SPACING & CHARTS 07/11/16 R. L.
REVISED GLASS 10/02/17 R.L.
15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO
SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16-- TAPGONS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2
1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND
INSTALLATION DETAILS,
17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF
DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND
STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION
DETAILS.
18. ALL FASTENERS TO BE CORROSION RESISTANT.
19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42
B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI.
C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,OODPSI MINIMUM.
D. METAL STRUCTURE: STEEL I8GA (.048") FY=33KSI/FU=52KSI OR
ALUMINUM 6063—T5 FU=30KSl .048" THICK MINIMUM
I TABLE OF CONTENTS , I
SHEET NO. 1 DESCRIPTION
1 1 NOTES
2 3 ELEVATIONS
4 10 INSTALLATION DETAILS
11 1 COMPONENTS
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC Jllllfljll
650 WEST MARKET STREET
I b 11 L o I'// 4f
GRATZ, PA 17030-0370 E 14 (P9
0 5 fSERIES185ALUMINUMSINGLEHUNGWINDOW
52" X 72" NON -IMPACT al-t .
NOTES
0.
E OF tQzz
DRAWN: T w REV
N. G. 08-02549 B ONA.
1111111i\0SCALDATEESHEETNTS12/29/14 OF 11II I Luis R. Lomas P.E.
FL No.: 62514
L. ROBERTO LOMAS P.E.
1432WOODFOR RD LEWISVILLE, NC 27023434-588-06091) r1lomas(Pirlotnaspe—m
52" MAX FRAME WIDTH 52" MAX FRAME WIDTH
2" MAX — 16" MAX D.C. 2" MAX 2 11 MAX 16" MAX D.C. 2" MAX
1
16"
MAX
D.C.
72"
MAX
FRAME
HEIGHT
2"
16"
MAX
O C.
72" T_
MAX
FR ME
HEI HT
185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW DESIGNER EXTERIOR VIEW
FLANGE& FINLESS INSTALLATION FLANGE& FINLESS INSTALLATION
SEE CHART#I FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART#1 FOR SMALLER UNITS REQUIRED ANCHORS
DESIGN PRESSURE RATING IMPACTRATING
60.OPSF NONE
NOTES:
1. MAXIMUM SASH SIZE: 51" X 36".
2. MAXIMUM SASH D.L.O.: 47 5/8" X 32 1/2".
3. MAXIMUM FIXED D.L.O.; 49 3/8" X 32 1/2",
HARDWARE SCHEDULE
METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL
BLOCK AND TACKLE BALANCE AT JAMBS
RE nSIONS
REV DE CRIPTIO14 DATE APPROVED
A REVISED ANCHOR SPACING & CHARTS .7/ ' 1/16
B REVISED CLASS 10/ ;2/17
CHART#I
Number of anchor locations required
Frame Frame Width (in)
Height 18.00 24.00 3 .00 36.00 42.00 1 48.00 52.00
in) Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head I Jamb Head I Jamb
24.00 2 3 3 3 3 3 3 3 4 3 4 1 3 4 3
30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3
36.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3
42.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4
48.00
ET o
2 4 3 4 3 4 3 4 4 4- 4 4 4 4
2 5 3 5 3 5 3 5 4 5 4 5 4 5
2 5 3 5 3 5 3 5 4 5 4 5 4 5
66.00 3 5 3 1 5 3 I J_4 1:4 4 5 4 5
72.00 1 3 6 3 1 6 3 1 4 1 6 4 6
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON -IMPACT
FLANGE & FINLESS ELEVATIONS
DRAWN: DWG NO.
N. G. 08-0:
SCALE NTS J'ATE 12/29/14 SHEET 2 OF 11
L ROBERTO LOMAS P. E.
1432 WOODFORD RD LEWiSVILLE, NC 27023
434-688-0609 r1lomas9fdomaspe-
SIGNED: 1211412017
R L o
r, N 8 .:,p
0 5
P 6A 0
0
OR
Luis R. Lomas P.E.
FL No.: 62514
52" MAX FRAME WIDTH 52" MAX FRAME WIDTH
2" MAX 10" MAX O.C. 2" MAX 2" MAX 10" MAX O.C.
2"
10" loll
AXM O.C. MAX O.C.
T_'
72" 72"
MAX MAX
FRAME
HEIGHT
FRAME
HEIGHT
RE\flSIONS
REV DESCRIP71ON DATE PPROVED
2" MAX
A REVISED ANCHOR SPACING & CHARTS 07/11/16 R. L.
B REVISED GLASS 10/02/17 1 R.L.
yA
185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW EXTERIOR VIEW
FINiNSTALLATION FIN INSTALLATION
SEE CHART#2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART#2 FOR SMALLER UNITS REQUIRED ANCHORS
DESIGN PRESSURE RATING IMPACTRATING
60.OPSF NONE
NOTES:
1. MAXIMUM SASH SIZE: 51" X 35".
2. MAXIMUM SASH D.L.O. : 47 5/8" X 32 1/2".
3. MAXIMUM FIXED D.L.O.: 49 3/8" X 32 1/2".
HARDWARE SCHEDULE
i ETAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL
BLOCK AND TACKLE BALANCE AT JAM BS
CHART#2
Number of anchor locations required
Frame Frame Width (in)
Height f8'00 24.00 30.00 36.00 1 42.00 48.00 52.00
I n) H&S Jamb H&S Jamb H&SS Jamb H&S IJamb IH&S Jamb H&S Jamb H&S Jamb
24.00 3 3 3 3 4 3 5 5 3 6 3 6 3
30.00 3 4 3 4 4 4 5 4 5 4 6 4 6_ 4
36.00 3 5 3 5 4R4 6 5 5 5 5 6 5 6 5
42.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5
48.00 3 6_ 3 6 4 6 5 6 5 6 6 6 1 6 6
54.00 3 6 3 6 6 5 6 5 6 6 6 1 6 6
60.00 3 7 11 4 7 5 7 5 7 1 6 7
66.00 3 8 3 8 4 8 5 8 5
li-
8 6 8
8 3 8 4 1 8 1 5 1-1 6 8 6 8
SIGNED: 1211412017
M1 WINDOWS AND DOORS, LLC
650 WEST MARKET STREET 0 4f
GRATZ, PA 17030-0370
f*: 5SERIES185ALUMINUMSINGLEHUNGWINDOW
52" X 72" NON —IMPACT
04 F'OFFINELEVATIONSTAT
0
NDRAWN: 11WG 110, R
N.G. 08-02549 B
Luis R. Lomas P.E.
FL No.: 62514
SCALE NTS DATE 12/29/14 15111ET 3 OF 11
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688 0609 r1IotNas@)IrfomaSpe-
REVISIONS
1/2" MIN
REV DESCRIPTION ATE APPROVED
WOOD FRAMING
EDGE DISTANCE
A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L.
OR 2X BUCK B REVISED GLASS 10/02/17 R L.
BY OTHERS
1 1/4" MIN.
EMBEDMENT
BACKER ROD
APPROVED 1/ MAX
SEALANT SHllM SPACE
I
10 WOOD SCREW
INTERIOR
EXTERIORk
BACKER ROD
APPROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
BY OTHERS
VERTICAL CROSS SECTION
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
SEALANT
1/4" MAX.
SHIM SPACE
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
1 1/4" MIN.
EMBEDMENT
1
1/2"
MIN
EDGE
DISTANCE
10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
1/4" MAX.
SHIM SPACE
INTERIOR
BACKER ROD
APPROVED EXTERIOR
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR2X BUCK INSTALLATION
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET R L 041 yGRATZ, PA 17030-0370 P
5SERIES185ALUMINUMSINGLEHUNGWINDOW
52" X 72" NON —IMPACT
OFFLANGEINSTALLATIONDETAILSTAT
0
DRAWN:
N. G. 3 014AL
Illin\0T4OF11ILuisR. Lomas P.E.
L. ROBERTO LOMAS RE
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688-0609 tiloinas@ltlomaspe.com FL No.: 62514
m"'
STRUCTU
BY OTHE
APPROVED
SEALANT
2" MIN
EDGE DISTANCEr--r
i
1/4" MAX.
SHIM SPACE
10 SIAS OR
SELF DRILLING
SCREW
INTERIOR
EXTER10114
BACKER ROD
APPROVED
SEALANT
META
STRUCTUR
BY OTHER
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
SEALANT
1/4" MAX.
SHIM SPACE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
NOTES
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
REVISIONS
REV DESCRIPTION DATE AP ROVED
A REVISED ANCHOR SPACING & CHARTS 07/11/16 R. L.
8 REVISED CLASS 10/02/17 1 R.L.
1/4" MAX.
SHIM SPACE
R10SMSOR0
IINTERIOROF, NGSELFDRILLINGL'
EW SSCREWS
1 2
NTER
11
MIN.
EDGE
DISTANCE
T__
XT OtEXTERIOR
METAL
STRUCTURE BACKER ROD
BY OTHERS
APPROVED
SEAL -ANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SIGNED: 1211412017
MI WINDOWS AND 'DOORS, LLC 0\MI)I////,//
650 WEST MARKET STREET
c Lo ff
GRATZ, PA 17030-0370 1-0
P 5
0;1? 5 fSERIES185ALUMINUMSINGLEHUNGWINDOW
52" X 72" NON —IMPACT a vli - t _
FFLANGEINSTALLATIONDETAILSA . CMO
e
Luis R. Lomas P.E.
DRAWN:
N.G.
DWG NO.
08-02549
REV
SCALE NTS DATE 12/29/14 SHEET 5 OF 11
I. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688-0609 rilomasoirlomaspe.com FL No.: 62514
2 1/2" MIN.
CONCRETE/MASONRY EDGE . DISTANCE
BY OTHERS 4
4 .
14 MIN.
OPTIONAL IX BUCK
1 1/4
4
SEE NOTES 3 — 7
EMBEDMENT
SHEET I
1/4" MAX.
BACKER)R 0 D SHIM SPACE
APPR( 'ED
SEALANT
3/16" TAPCON
INTERIOR
EX TER/OR7y
REVISIONS
REV DESCRIPTION DATE APPROVED
A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L.
8 REVISED CLASS 10/02/17 R.L.
1 1/4 " MIN.
EMBEDMENT
1/4" MAX. CONCRETE/MASONRY
SHIM SPACEBYOTHERS
3/16" TAPCON
INTERIOR
2
T_
1/2"
MIN.
EDGE
DISTANCE
EXTERIOR
BACKER ROD
APPROVED
OPTIONAL 1X BUCK SEALANT
SEE NOTES 3 — 7
SHEET I
JAMB INSTALLATION DETAIL
CONCRETEIMASONRYINSTALLATION
SILL TO BE SET NOTES:
BACKER ROD
IN A BED OF 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
APPROVED
APPROVED
STRUCTURAL 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
SEALANT
SEALANT DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1211412017
OPTIONAL 1X BUCK
SEE NOTE 3 — 7
1/4" MAX.
F SHIM SPACE
MI WINDOWS AND DOORS, LLC
FL L 0
xSHEET1
T
650 WEST MARKET STREET
GRATZ, PA 17030-0370 41yI- G Als, ..'p
CONCRETE/MASONRY
BY OTHERS 4'
4 i
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS TV
DRAWN: 0AA,
N.G.
DWG NO.
08-02549
REV
B
f' 0 RlDt
ONALTCALE ____T_ NTS 12/29/14 SHEET 6 OF 11 I 11/ 11
VERTICAL CROSS SECTION
CONCRETEImASONRY INSTALLATION
LROBE TOLOMASP.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E.
434-688-0609 r1lo—S01116—spex— FL No.: 62514
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD
APPROVED
SEALANT
BACKER ROD
APPROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
BY OTHERS
1/2" MIN
EDGE DISTANCE
1/4" MAX.
HIM SPACE
10 WOOD SCREW
R
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
SEALANT
1/4" MAX.
SHIM SPACE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINTSEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WIT14 ASTM E2112
REVISIONS
REV DESCRIPTION DATE APPROVED
A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L.
0 REVISED GLASS 10/02/17 R.L. I
1 1/4" MIN. 1/4" MAk
EMBEDMENT SHIM SPACE
i
1/2"
MIN INTERIOR
EDGE
DISTANCE Pal
10 WOOD
SCREW
WOOD FRAMING XTERIORf OR 2X BUCK
BY OTHERS BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —IMPACT
FINLESS INSTALLATION DETAILS
DRAWN: DWG NO.
N.G. 1 08"02549
SCALE NTS I DATE 12/29/14 1 SHEET 7 OF 11
L. ROBERTO LOMAS P. E.
1432 WOODFORD RD LEWISVILLE, NG 27023
434-688-0609 r1fornasoirlomaspe.com
SIGNED: 1211412017
0
E N
T AT'
5
OF
R ;P ORM.-
0NAIL
Luis R. Lomas P.E.
FL No.: 62514
2 1/2" MIN.
ED G,E'D IST A N CE.
CONCRETE/MASONRY
BY OTHERS
4
4'
1 1/4" MIN.
OPTIONAL 1X BUCK 4
EMBEDMENT
SEE NOTES 3 — 7
SHEET 1
1/4" MAX.
BACKER ROD SHIM SPACE
APPROVED
SEALANT
3/16" TAPCON
LINTEMORNTERt
EXTERIORk
1 1/4" MIN.
EMBEDMENT
CONCRETE/MASONRY
BY OTHERS
3/16" TAPCON
2 1/2"
MIN.
EDGE
DISTANCE
REVISIONS
REV DESCRIPTION DATE APPROVED
A REVISED ANCHOR SPACINC & CHARTS 07/11/16 R.L.
B REVISED CLASS 10/02/17 R.L.
OPTIONAL IX BUCK
SEE NOTES 3 — 7
SHEET 1
4" MAX.
ISHIM
SPACE
INTERIOR
BACKER ROD
EXTERIOR
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
CONCRETEIMASONRYINSTALLATION
SILL TO BE SET
BACKER ROD
IN A BED OF
APPROVED
NOTES:
APPROVED STRUCTURAL
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
SEAL -ANT SEALANT
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TOBE
OPTIONAL IX BUCK 1/4" MAX. DESIGNED IN ACCORDANCE WITH ASTM E2112
SEE NOTE 3 — 7 F SHIM SPACE SIGNED: 1211412017
SHEET I
T MI WINDOWS AND DOORS, LLC
CONCRETE/MASONRY 650-WEST MARKET STREET
GRATZ. PA 17030-0370
L041
BY OTHERS 14
SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5
4. 52" X 72" NON —IMPACT4
4
FINLESS INSTALLATION DETAILS TA OF cc zzlijZ
DRAWN: Dwc NO. OR
VERTICAL CROSS SECTION
G. 08-02549 r13 4
CONCRETEIMASONR Y INS TALLA TION ALE NTS I DATE 12/29/14 1 SHEET 9 OF 111' 1 \k\\
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE. IVC 27023 Luis R. Lomas P. E.
434-688-0609 ritomasc@lrtomaspe.com FIL No.: 62514
APPROVED
SEALANT
BEHIND FIN
7/16" MIN
EDGE DISTANCE
INTERIOR
EXTERIOR3
7/16" MIN
EDGE DISTANCE
APPROVED
SEALANF
BEHIND FIN
1 1/4" MIN.
EMBEDMENT
8 WOOD SCREW
EmOrUIVILI'll
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
WOOD
FRAMING
BY OTHERS
1/4" MAX.
SHIM SPACE
REVISIONS
REV DESCRIPTION
ANCHOR SPACING & CHARTS
8 1 REVISED CLASS
WOOD FRAMING _\
1/4" MAX
BY OTHERS —1 [_ SHIM SPACE
6 WOOD SCREW
INTERIOR
1 1 /4
MI N
1118EDM ENT
T_
APPROVED
SEALANT
BEHIND FIN
7/16" MIN EXTERIOR
EDGE DISTANCE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
DATE APPROVED
07/11/16 R.L.
10/02/17 R.L.
NOTES:
1/4" MAX 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
SHIM SPACE
NOT SHOWN FOR CLARITY
2. PERIMETER AND JOWT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITHASTM E2112
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC
WOOD
650 WEST MARKET STREET
I \\ r P, L 0
FRAMING GRATZ, PA 17030-0370
BY OTHERS SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0
52" X 72" NON —IMPACT
FIN INSTALLATION DETAILS T T"; OF
DRAWN: NO- JDWG 'EV_
N.G. 08-02549 B 10NAI_
SCALE NTS DATE 12/29/14 1 sHEET 10 OF 11
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NO 27023 Luis R. Lomas P.E.
434-688-0609 r1loniascavlo—spe.com FL No.: 62514
METAL
STRUCTURE
BY OTHERS
APPROVED
SEALANT
EXTERIOR
BACKER ROE
APPROVEE
SEALANI
METAL
STRUCTURE
BY OTHEI—
1/2" MIN
EDGE DISTANCE
1/4" MAX.
SHIM SPACE
IQ no
SELF DRILLING
SCREW
INTERIOR
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINTSEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITHASTM E2112
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
SEALANT
1/4" MAX.
SHIM SPACE
REVISIONS
T AlREVIDESCRIPTIONDATE ROVED
A REVISED ANCHOR SPACING & CHARTS 07/11/16 R. L.
B REVISED GLASS 10/02/17 R.L.
1/4" MAX.
SHIM SPACE
10 SMS OR INTERIOR
SELF DRI LLI NG
SCREWS
1/2"
MIN.
EDGE
DISTANCE
I —
EXTERIOR
METAL BACKER ROD
STRUCTURE APPROVED
BY OTHERS SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
9- LOc
E N
0 5SERIES185ALUMINUMSINGLEHUNGWINDOW
52" X 72" NON-IMPACT
FINLESS INSTALLATION DETAILS A . T Af"OF
0
ON A 1-
1//IjIIII0\
DRAWN:
N. G.
DWG NO.
08-02549
REV
B7
TCALE NTS IIATE 12/29/14 1 SHEET 13 OF 11
L. ROBERTO LOMAS P.E.
1432 WOODrORD RD LEWISVILLE. NC 27023
434-688-0609 'jj_ascWll—aspe.—
Luis R. Lomas P.E.
FL No.: 62514
2 3/16" 1 7/8
T_
2 3/16"
13/16" 2 3/16""
1 W== 1 5
7/
16'
4.
T===
j
f I
L=H
FLANGE FRAME HEAD FLANGE FRAME JAMB FINLE -AD
CM-18501 CM- 18503 CM-18553
A L UMINUM 6063- T5,050" THICK AL UMINUM 6063- T5.050' THICK ALUMINUM 6063- T5.050" THICK
2 5/16" 2 5/16" 2 5/16"
F33/8" 2 13/1 E 3 3/4"
L
3E FRAME SILL FINLESS FRAME SILL
CM- 18502 CM-18554
ALUMINUM 6063- T5.055' THICK ALUMINUM 6063-T5.055" THICK
CM-18509
L
ALUMINUM 6063-T5.055" THICK
1 7/16"
5/8.. - 1 1/8"
T-Iff- T- 2 5/16"
2"
L L
ILE SASH BOTTOM RAIL MEETING RAIL
CM- 18505 CM_ 18555 . CM- 18504
ALUMINUM 6063-T5.062" THICK ALUMINUM 6063-T5.050" THICK ALUMINUM 6063-T5.055" THICK
11 3/8
15/16"
G BEAD SASH STILE
CM- 18535 CM- 18507
RIGID PVC.050" THICK ALUMINUM 6063-T5.050"THiCK
2 3/16"
FINLESS FRAME JAMB
CM- 18513
AL UMINUM 6063-T5.050" TRICK
3/
T— —
2 — 16" —
2 /16" 5
E
F71AI TrPA AAP 14PA n
ALUMINUM 6063-T5.050"THICK
2 3/
2 3/16"
FIN FRAME JAMB
CM-18510
ALUMINUM 6063-T5.050" THICK
REV15IONS
DESCRIPTION -TE I 111PI1.111.
REVISED ANCHOR SPACING & CHARTL R.L.
REVISED GLASS 1 10/02/17 1 R.L.
5/8" —
1/8" ANN. — 1/8" ANN.
1/8" ANN.
090 PVB BY KURARAY
METAL REINFORCED
BUTYL SPACER
EX1*1TER10H
INTERIOR
1/2 BITE SILICONE
SEAL -ANTFC-
SETTING BLOCK
GLAZING DETAIL
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON -IMPACT
COMPONENTS
IN: TDWG NO — ------------ 7
N.G. 1 08-02549
NTS I IIAIE 12/29/14 SHEET 1 1 OF 11
L. ROBERTO LOMAS RE
1432 WOODFORD RD LEWISVILLE, NC 27023
434_688-0609 rlfomas@lrlomaspe-M
SIGNED: 1211412017
0%IIVIIII////'
0
0 5
A TAViOFSTAT
0
7EI
B ONAL
100
Luis R. Lomas P.E.
FL No.: 62514
Florida Buildinor Code Online4D Page 1 of 3
ITZ: n I =-1
8CIS Home Log In i User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search
d,bapr
L
Product Approval
USER: Public User
Product Approval Menu > Product or Application Sgarch > Application Lis > Application Detail
FL# FL15349-R9
Application Type Revision
Code Version 2017
Application Status Approved
Approved by DBPR. Approvals by DBPR shall be reviewed and ratified
by the POC and/or the Commission if necessary.
Comments
Archived
Product Manufacturer MI Windows and Doors
Address/Phone/Email 650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlinger@miwd.com
Authorized Signature Brent Sitlinger
bsitlinger@miwd.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Windows
Subcategory Fixed
Compliance Method Certification Mark or Listing
Certification Agency American Architectural Manufacturers Association
Validated By Steven M. Urich, PE
R Validation Checklist - Hardcopy Received
Referenced Standard and Year (of Standard) Standard
AAMA 506
AAMA/WDMA/CSA 101/I.S. 2/A440
Equivalence of Product Standards
Certified By
Product Approval Method Method I Option A
Date Submitted 12/31/2017
Date Validated 12/31/2017
Date Pending FBC Approval
Date Approved 01/04/2018
Year
2011
2008
https://www.flon*dabuildino,.org r/pr p dtl.aspx?param=wGEVXQwtDqtH8572qvdWI... 1/31/2018
Z) :,/p _ap _
Florida Building Code Online Page 2 of 3)
Summary of Prod
FL # Model, Number or Name Description
115349.1 1185 PW 73 . 72 Insulated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R9 C CAC APC 12786.odf
Approved for use outside HVHZ: Yes FL15349 R9 C CAC APC 12787.pd
Impact Resistant: No Quality Assurance Contract Expiration Date
Design Pressure: +60/-60 04/03/2018
Other: CW-PG60 Installation Instructions
FL15349 R9 11 08-02357B.od
Verified By: Luis R. Lomas, PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FLI.S349 R9 AE 513124B.od
Created by Independent Third Party: Yes
15349.2 1785 PW 159 x 54 Triple CHS Insulated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R9 C CAC APC 15350.pd
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: No 01/24/2021
Design Pressure: +55/-55 Installation Instructions
Other: R-PG55 FL15349 R9 II 08-02949.od
Verified By: Luis R. Lomas, PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
EL15349 R9 AE 513783.pdf
Created by Independent Third Party: Yes
I
118S PW Impact 72 x 72 Insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R9 C CAC APC 15454.i)df
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: Yes 06/25/2021
Design Pressure: +55/-55 Installation Instructions
Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R9 II 08-02948.pd
consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514
annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes
was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports
FL15349 R9 AE 513782,Qd
Created by Independent Third Party: Yes
15349.4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R9 C CAC APC8272.od
Approved for use outside HVHZ: Yes FL15349 R9 C CAC APC 8273.pdf
Impact Resistant: Yes Quality Assurance Contract Expiration Date
Design Pressure: +55/-55 01/24/2021
Other: FW-R55, Missile Level D, Wind Zone 3. Glass Installation Instructions
consisted of 1/8" annealed exterior - spacer - 3/32" FL15349 R9 II 08-01614B.pd
annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62514
bedded in Pecora 896 silicone with S/8" glass bite. Created by Independent Third Party: Yes
Evaluation Reports
FL15349 R9 AE 512278B.I)d
Created by Independent Third Party: Yes
15349.5 1185 PW Impact 96 x 60 Insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLIS349 R9 C CAC APC 7962.od
Approved for use -outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: Yes 12/05/2020
Design Pressure: +55/-55 Installation Instructions
Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R9 TI 08-01613B.od
consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514
annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes
was bedded in Pecora 896 silicone with S/8" glass bite. Evaluation Reports
FL15349 R9 AE 512277B.od
Created by Independent Third Party: Yes
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone 850-487-182
The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen
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Florida Buildincly Code Online
I.,
Paae 3 of 3
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.139S. -Pursuantto
Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
M 0 *_a E M
cra&"" Card,
Safe
https://www.floridabuildino,.oro, r/pr app dtl.aspx?pararn=wGEVXQwtDqtHS572qvdWI... 1/3 :) 1/201821/p —
NOTES:
1 . THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REQUIREMENTS OF THE FLORIDA BUILDING CODE
2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL.
4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE
ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED
INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO
MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL.
5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY
FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY
BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH
MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS.
6. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED
COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF
THE ARCHITECT OR ENGINEER OF RECORD.
7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS
PROVIDED.
B. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT
EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16- OR
GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4".
9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE
OF SUSTAINING APPLICABLE LOADS.
10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5.
12. UNITS MUST BE GLAZED PER ASTM E1300-04/09.
13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE
DEBRIS REGIONS.
14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE.
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
REVISIONS I
DESCRIPTION — I AP ROVED
REVISED INSTALLATION DETAILS 06/01/15 R.L.
REVISED NAME AND ADDRESS 10/27/16 R.L.
15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR X BUCK USE #10 WOOD
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO
SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
16. FOR ANCHORING THROUGH FRAME INTO MASON RY/CON CRETE USE 3/16" TAPCONS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2
1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND
INSTALLATION DETAILS.
17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF
DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND
STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION
DETAILS.
I B. ALL FASTENERS TO BE CORROSION RESISTANT.
19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=O * 42
B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI.
C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,OODPSI MINIMUM.
D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSI OR
ALUMINUM 6063—T5 FU=3OKSI .048" THICK MINIMUM
20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS
SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN
IN SHEET 2.
TABLE OF CONTENTS
SHEET NO. DESCRIPTION
1 NOTES
2 — 3 ELEVATIONS, CHARTS AND GLAZING DETAILS
4 — 12 INSTALLATION DETAILS
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST. S Ft. Lo 4f
GRATZ, PA 17030 4"
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
NOTES WCO
0.
ZORIDDRAWN: llWG NO. R
L. 08-02357 B ONAI_
Luis R. Lomas P.E.
FL No.: 62514
ICALE NTS DATE 09/03/14 SHEET i OF 12 IL. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISYILLE, NC 27023
434-688-0609 dl CMW.-p.-
72 1/2" MAX FRAME WIDTH
6" MAX 18-1 MAX D.C. 6" MAX
6 _rAK_
18"
0/
MAX O.C.
71 1/2"
MAX
FRAME
HEIGHT
j
REFER TO CHARTS SERIES
I,
FOR NUMBER OF
185 ALUMINUM FIXED WINDOW
EXTERIOR VIEW
ANCHORS REQUIRED
72 1/2" MAX FRAME WIDTH
6" MAX l a" MAX O.C.
6" MAX
6'
71 1/2" 18
MAX MAX O.C.
FRAME
HEIGHT T-_j
REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
1 & #2 EXTERIOR VIEW
FOR NUMBER OF
ANCHORS REQUIRED
DESIGN PRESSURE RATING IMPACTRATING
60.OPSF NONE
NOTES:
1. MAXIMUMD.L.O.: 69314'X68314"
REVISIONS
DESCRIPTION DATE APPROVED
REVISED INSTALLATION DETAILS 06/01/15__Rl..
ISED NAME AND ADDRESS 10/27/ 1 6 1 R.L.
CHART#I
Number of anchors required (tviihout rigid fillers)
Frame Frame width (in)
Height 24.00 T-30.00 36.00 42.00 48.00 1 54.00 60.00 1 66.00 72.50
I-) HAS P.mbl HAS P."'b HAS Jamb HAS Ja,.b HAS P.ndbj HAS Paint, HAS Jamb HAS Ja b HAS Ja b
24.00 2 1 2 1 2 2 3 2 3 2 3 1 2 1 4 1 2 4 2 4 2 5 2
30.00 2 2 1 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2
36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 5 3 5 3
42.00 2 3 2_ 3 3 3 3 3 3 3 4 3 5 3 5 3 6 3
48.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 6 3 6 3
5400 2 4 2 4 1 3 4 3 4 3 4 4 4 5 4 6 4 7 4
60.00 2 4 2 4 1 3 4 3 5 3 5 4 5 S 5 6 5 5
600, 7r l
1
71.60 2 5 2 5 1 3 5 3 1 6 1 3 6 17 6 1 7 7 1 7
CHART #2
Number of anchors required (with rigid fillers)
Frame Frame width (in)
lkight 24.60 30 0 1 36.00 42 0 1 48.00 1 54.00 0 00 1 72.10
lin) HT_P__ S amb H AS Jamirl HAS Paint, HAS P4111151 HAS Pambl HAS Jamb HiT HA'S' J.,nbj HAS Paint,
24.00 2 1 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2
30.00 2 2- 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2
36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3
42.00 2 3 2 3 3 3 3 3 3 4 3 4 3 4d4 3 5 3 1
48.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3
54.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4
60.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 A5366.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4
150 3 5 I 1 3 1 4 5 4 1 5 S
SEESHEETS 4-7FOR INSTALLATION DETAILS
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ . PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON -IMPACT
FLANGE & FINLESS ELEVATION & CHARTS
DRAWN: DING NO.
J.L. 08-02357
SCALE NTS JDATE 09/03/14 1 SHEET 2 OF 12
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688-0609 r1lomasCaWfomaspe.com
SIGNED: 1111512016
0
G tp
0TAT
0
R _EV
0 N A L
I) 11110\\
Luis R. Lomas P.E.
FL No.: 62514
71
F
Hl
6" MAX —
72 1/2" MAX FRAME WIDTH
18" MAX D.C.
6" _rAK_
0/
MAX D.C.
T_
1/2-
IAX
AME
IGHT
6" MAX
REFER TO CHART #3 —,--
SERIES 185 ALUMINUM FIXED WINDOW
FOR NUMBER OF
EXTERIOR VIEW
ANCHORS REQUIRED
72 1/2- MAX FRAME WIDTH
6" MAX 18 .' MAX D.C. 6" MAX
0///
18"
MAX O.C.
71 1/2"
MAX
FRAME 00
HEIGHT
I 1 00
REFER TO CHART #3 --
FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
ANCHORS REQUIRED EXTERIOR VIEW
DESIGN PRESSURE RATING MPACTRATING
60.OPSF NONE
NOTES:
1. MAXIMUMD.L.O.: 69314"X66314"
REVISIONS
REV DESCRIPTION DATE APPROVED
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
B REVISED NAME AND ADDRESS 10/27/1 A I R I
CHART#3
Number of anchors required (fin installation)
Frame Frame width tin)
Height 24.00 30.00 36 00 42.00 48 0 54.00 1 6000 1 66.00 1 72.50
in) H&S Paint, H&S Jamb H&S, Pambl H&S P-4, H&S P-dbj H&S P.nrb H&SP..blH&Sp..b H&S J.,nb
24.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 1 3 6 3
3 3 3 3 3 3 4 3 4 3 4 5 3 5 3 6 3
36.00 3 3 3- 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3
42.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4
48.00 314 3
36
4 3 4 4 4 4 4 4 4 5 4 5 4 6- 4E30.
00
54.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4
6 Dtt0.00 3 5 3 5 3 5 4- 5 4 5 4 5 5 5 5 5 5
66.00 3 5 3 5 3 5 4 5 4 5 4 5 6 5
71.50 3 6 6
I SEE SHEET 8 FOR INSTALLATION DETAILS
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 0030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
FIN ELEVATION & CHART
DRAWN: DWG NO.
J. L. 08-02357
DATE 09/03/14 SHEET 3 OF 12
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688-0609 r1lomasCaWrIamasDe.mm
SIGNED: 1111512016
IR Lo 1//
rEN&I.
0
TTA='_::
0
ORID
10NALdlz /4/1111111110\ V'
Luis R. Lomas P.E.
FL No.: 62514
REVISIONS
1/2" MIN REV D SCRIPTION TE APPROVED
EDGE DISTANCE
3/4" MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L.
WOOD FRAMING 1/4" MIN.
METAL EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/11, R.L._
OR :
EMBEDMENT
BY OTHERS BY OTHERS 1/4" MAX.
2X BUCK
1
STRUCTURE
F SHIM SPACE
BAC KER ROD SHIM SPACE BACKER ROD
APPROVED APPROVED
SEALANT SEALANT
10 WOOD SCREW
EXTERIOR EXTERIOR
INTERIOR
10 WOOD SCREW
RIGID FILLER
BACKER ROD BACKER ROD
APPROVED 1/4" MAX. APPROVED
SEALANT SHIM SPACE SEALANT
WOOD FRAMING
1 1/4" MIN.
METAL
OR 2X BUCK
BY OTHERS EMBEDMENT
STRUCTURP l
BY OTHERS
1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN. /4" MAX,
EMBEDMENT S HIM SPACE
1/2 MIN.
E /I INTERIOR
10 WOOD
SCREW
WOOD FRAMING EXTERIOR
OR 2X BUCK
L—A, '_. , ,
BY OTHERS BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
I-
3/4" MIN.
EDGE DISTANCE
10 SMS OR
SELF DRILLING
SCREW
INTERIOR
10 SMS OR
SELF DRILLIN13
SCREW
RIGID FILLER
1/4" MAX.
SHIM SPACE
3/4" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
4" MAX.
S HIM SPACE
INTERIOR
10 SMS OR
SELF DRILLING
SC REINS
METAL EXTERIORYJ4 . _' _i
STRUCTURE BACKER ROD
BY OTHERS & APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC w\IIIIII/j//
650 W. MARKET ST.
GRATZ, PA 17030 F, L 0 41 1EN \r, Nq (P
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
FINLESS INSTALLATION DETAiLS WITHOUT FILLERS P41 TAT: OF
0
e,, ;A 0 R V0"
t
DRAWN: DW(3 NO. REV
J. L. 08-02357 1 z/ d" . . . -
SCALE NTS 1—'09/03/14 S.EET1 4 0 F 12
Luis R. Lomas P.E.
L ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688-0609 riloinas@lrltmiaspe.com FL No.: 62514
REVISIONS
REV D SCRIPTION DATE
2 1/2" MIN.
APPROVED
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R. L.
CONCRETE/MASONRY -
BY OTHERS 14
d 1 1/4" MIN.
1 1/4" MIN.
EMBEDMENT MOPTIONALIXBUCK
SEE NOTES 3 — 7 EMBEDMENT
SHEET I
L—L CONCRETE/MASONRY
BACKER ROD 1/; MAX BY OTHERS 1/4" MAX,
APPROVED SHIM SPACE SHIM SPACE
SEALANT OPTIONAL 1X BUCK
SEE NOTES 3 — 7
SHEET I
3/16" TAPCON
EXTERIOR INTERIOR 3/16" TAPCON INTERIOR
3/16" TAPCON
BACKER ROD
APPROVED
SEALANT
1/4" MAX. 2 1/2"
OPTIONAL IX BUCK
SEE NOTE 3 — 7
SHIM SPACE MIN.
Willi
SHEET I
EDGE
DISTANCE EXTERIOR
CONCRETE/MASONRY BACKER ROD
BY OTHERS 4
14 4" MIN.
APPROVED
EMBEDMENT
SEALANT
4. JAMB INSTALLATION DETAIL
CONCRETEIMASONRY INSTALLATION
271/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETEIMASONRYINSTALLATION
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST. S R - L 0
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOWNOTES:
404511. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
73" X 72" NON —IMPACT
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
FINLESS INSTALLATION DETAILS WITHUT FILLERS A TATVOF9
DESIGNED IN ACCORDANCE WITH ASTM E2112
0
DRAWN: DWG 110, REV
J. L. 08-02357
j/0NAL09/03/14 I S"EEl 5 OF 12 I 01111110\ r 11111'11'
1'-'
I. ROBERTO LOMAS P.E.
432 WOODFORD RD LEWISVILLE, NG 27023 Luis R. Lomos P.E.
434-5880609 rtiomas@irloniaspe.com FL No.: 62514
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD
APPROVED
SEALANT
EXTERIOR
BACKER ROD
APPROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
BY OTHERS
1/2" MIN.
EDGE DISTANCE
1 1/4" MIN
F EMBEDMENT
1/4" MAX
SHIM SPACE
RIGID FILLER
10 WOOD SCREW
10 WOOD SCREW
RIGID FILLER
1/4" MAX.
SHIM SPACE
MIN
EMBEDMENT
1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN. 1/4" MAX.
EMBEDMENT SHIM SPACE
F_ - RIGID FILLER
1/2" IN GE DIS El
I '
TAt CE
INTERIOR
10 WOOD
WOOD FI
SCREW
EXTERIOR
OR 2X BUCK
BY OTHERS BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
METAL
STRUCTURE
BY OTHERS
BACKER ROD
APPROVED
SEALANT
EXTERIOR
BACKER ROD
APPROVED
SEALANT
META
STRUCTUR
BY OTHER
3/4" MIN
EDGE DISTANCE
1/4" MAX
F SHIM SPACE
RIGID FILLER
10 SMS OR
SELF DRILLING
SCREW
INTERIOR
SMS OR
DRILLING
W
FILLER
1/4" MAX.
SHIM SPACE
3/4" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
1/4" MAX,
SHIM SPACE
RIGID FILLER
3/4" MIN.
EDGE DISTANCE INTERIOR
10 SMS OR
SELF DRILLING
SCREWS U
METAL EXTERIOR
STRUCTURE 88 A Cl KI E' R' R' 0 D
BY OTHERS & APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
REVISIONS
REV DESCRIPTION DATE APPROVED
A REVISED INSTALLATION DETAILS 06/01/15
8 REVISED NAME AND ADDRESS 10/27/16 1
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
N\ 5 R L 041
r'EN0- -y
SERIES 185 ALUMINUM IXED WINDOW f* tolir
73" X 72" NON —IMPACT
FINLESS INSTALLATION DETAILS WITH RIGID FILLERS 41TATMF" - 4 -1
DRAWN: DWG NO. REVIJ.L.
CALE DAIE
08-02357 B k?/ONAC V//'/'
llNTSI09/03/14 ISHEET6 OF 12 111110
L. ROBERTO LOMAS RE
1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E.
434-688-0609 r1lomasolaomaspe.com FIL No.: 62514
REVISIONS
REV DESC IPTION
2 1/2" MIN. A REVISED INSTALLATION DETAILS
DATE AP ROVED
06/01/15 R.L.
EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L.
CONCRETE/MASONRY
BY OTHERS
1 1/4" MIN
EMBEDMENT11/4" MIN.
OPTIONAL 1X BUCK
EMBEDMENTSNOTES3 - 7EE
SHEET 1
lot CONCRETE/MASONRY
BACKER ROD 1/4" MAX._j BY OTHERS 1/4" MAX.
APPROVED SHIM SPACE SHIM SPACE
SEALANT OPTIONAL Ix BUCK
RIGID FILLER SEE NOTES 3 - 7
SHEET 1 RIGID FILLERLL'
3/16" TAPCON
EXTERIOR INTERIOR 3/16" TAPCON IN TINTERIOR
3/16" TAPCON
BACKER ROD
APPROVED RIGID FILLER
SEALANT
1/4" MAX 2 1/2"
OPTIONAL IX BUCK
SEE NOTE 3 - 7
SHIM SPACE MIN.
SHEET 1
EDGE
DISTANCE EXTERIOR
CONCRETE/MASONRY BACKER ROD
BY OTHERS 14 1 1 1/4" MIN.
APPROVED
EMBEDMENT
SEALANT
JAMB INSTALLATION DETAIL
w4 CONCRETEMASONRYINSTALLATION
2 1 /2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETEIMASONRY INSTALLATION
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLIC 0WIIIII/w/ 9. L
i 650 W. MARKET ST.
GRATZ, PA 17030
4f /I
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, SERIES 185 ALUMINUM FIXED WINDOW 0151
NOT SHOWN FOR CLARITY. 73" X 72" NON -IMPACT
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE i FINLESS INSTALLATION DETAILS WITH RIGID FILLERS 041TATVOF
DESIGNED IN ACCORDANCE WITH ASTM E2112
DRAWN: lIWG NO. IT
J. L. 08-02357 B
0
ONAL
l/011111k,01SCALENTSIDATE09/03/14 SHEET 7 OF 12 1L, ROBERTO LOMAS RE Luis R. Lomas P.E. t432 WOODFORD BID LEWISVILLE, NC 27023
FIL No.: 62514434-688-0609
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
112" MIN.
EDGE DISTANCE
1 1/4" MIN
4: EMBEDMENT
1/4" MAX.
SHIM SPACE
10 WOOD SCR EW
EXTERIOR
INTERIOR
lD WOOD SCREW
IGID FILLER
BACKER ROD &
APPROVED SEALANT 1/4" MAX.
BEHI SHIM SPACE
1
WOOD FRAMING
1 1/4 " MIN.
OR 2X BUCK
EMBEDMENT
BY OTHERS
1/2" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR2X8UCK INSTALLATION
METAL
STRUCTURE
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
3/4" MIN
1/4" MAX.
SHIM SPACE
10 SMS OR
LF DRILLING
REW
INTERIOR
10 SMS OR
SELF DRILLING
SCREW
BACKER ROD & RIGID FILLER
APPROVED SEALANT
BEHIND FLANGE 1/4" MAX.
FSHIM SPACE
METAL
STRUCTURE
BY OTHERS
3/4" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
EXTERIOR
REVISIONS
REV DESCRIPTION DATE APPROVED
A REVISED INSTALLATION DETAILS 06/01/15 R. L.
6 REVISED NAME AND ADDRESS 10/27/16 R.L.
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WIT14 ASTM E2112
1/4" MAX.
1 1/4" MIN. 1/4" MAX, SHIM SPACE
EMBEDMENT SHIM SPACE rr
1/2" MIN. 3/4" MIN. INTERIORINTl
EDGE DISTANCE EDGE DISTANCE I SIGNED: 1111512016
INTERIORNTEI
MI WINDOWS AND DOORS, LLCxI
vw
650 W. MARKET ST.
GRATZ, PA 1703010WOOD10SMSOR GEfq'9.
SCREW SELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW
WOOD FRAMING —/
SCREWS 73" X 72" NON —IMPACT
0 61
OR 2X BUCK EXTERIOR METAL EXTERIOR FLANGE INSTALLATION DETAILS WITHOUT FILLERS TAT OF
0
BY OTHERS A ... .. BACKER ROD &
STRUCTURE
BY OTHERS
BACKER ROD & DRAWN: REV 0 00'
APPROVED SEALANT
BEHIND FLANGE
APPROVED SEALANT
BEHIND FLANGE
i . L. 08 —02357 B
SCALE DATE 1 SHEETNTS09/03/14 8 OF 12 1111110
JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE INSTALL_TION
L, ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NG 27023 Luis R. Lomas P.E.
434-688-0609 rllornasolr(omaspe.com FL No.: 62514
REVISIONS
REV
2 1/2" MIN
DESCRIPTION
A REVISED INSTALLATION DETAILS
DATE APP OVED
06/01/15 R.L.
EDGE DISTANCE 8 REVISED NAME AND ADDRESS 10/27/16 R. L.
CONCRETE/MASONRY 7
BY OTHERS
1 1/4" MIN.
1 1/4" MIN. EMBEDMENT
OPTIONAL IX BUCK EMBEDMENT
SEE NOTES 3 — 7
SHEET I
CONCRETE/MASONRY
BACKER ROD & 1/4" MAX. BY OTHERS 1/4" MAX.
APPROVED SEALANT SHIM SPACE SHIM SPACE
BEHIND FLANGE OPTIONAL 1X BUCK
SEE NOTES 3 — 7
SHEET I
3/16" TAPCON
EXTERIOR INTERIOR 3/16" TAPCON T, INTERIOR
3/16" TAPCON
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE J_
OPTIONAL 1X BUCK 1/4" MAX. 2 1/2"
SEE NOTE 3 — 7 SHIM SPACE MIN
SHEET 1 EDGE
DISTANCE EXTERIOR
CONCRETE/MASONRY BACKER ROD &
BY OTHERS
4
14 1 1/4" MIN.
APPROVED SEALANT
EMBEDMENT
BEHIND FLA14GE
JAMB INSTALLATION DETAIL
CONCRETEIMASONRYINSTALLATION
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETLIMASONRYINSTALLATION
SIGNED: 1111512016
MI WINDOWS AND DoORS, LLC
P, L 0650W. MARKET ST.
GRATZ, PA 17030
NOTES: SERIES 185 ALUMINUM FIXED WINDOW
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 73" X 72" NON —IMPACT 0,151
NOT SHOWN FOR CLARITY.
FLANGE INSTALLATION DETAILS WITHOUT FILLERS TAT OF2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 0 ,
DESIGNED IN ACCORDANCE WITH ASTM E2112 DRAWN: DWG NO, REV
0 "'. tORVD-*
08-02357 B T/
ILE NTS I DATE 09/03/14 SHEET 9 OF 12
ONA,
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023r Luis R. Lomas P.E.
434-60-0609 FL No.: 62514
1/2" MIN.
EDGE DISTANCE
WOOD 1 1/4" MIN.
OR EMBEDMENT
BY OTHERS
FRAMING
2X BUCK
1/4" MAX,
BACKER ROD & SHIM SPACE
APPROVED SEALANT
BEHIND FLANGE RIGID FILLER
10 WOOD SCREW
EXTERIOR
INTERIOR
10 WOOD SCREW
RIGID FILLER
BACKER ROD &
APPROVED SEALANT 1/4" MAX.
BEHIND FLANGE SHIM SPACE
1
WOOD FRAMING 1 1/4 " MIN,
OR 2X BUCK EMBEDMENT
BY OTHERS
1/2" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
3/4" MIN
METAL
STRUCTURE
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
1/4" MAX.
SHIM SPACE
GID FILLER
10 SMS OR
LF DRILLING
REW
EXTERIOR INTERIOR
10 SMS OR
SELF DRILLING
SCREW
BACKER ROD & RIGID FILLER
APPROVED SEALANT
BEHIND FLANGE 1/4" MAX,
SHIM SPACE
METAL
STRUCTUR')E_\
BY OTHERSN
3/4" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
REVISIONS
REV DESCRIPTION All-1.
A REVISED INSTALLATION DETAILS 06/01/15 R. L.
B REVISED NAME AND Z WE S 10/27/16 R.L.
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND dOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
1/4" MAX.
1 1/4" MIN. 1/4" MAX. SHIM SPACE
EMBEDMENT SHIM SPACE r R GID F, LEIRIGIDFILLER
RIGID FILLERRGIDLERIL
1/2" MIN. E
l
3/4" MIN. NT, INTERIOR
EDGE DISTANCE EDGE DISTANCE SIGNED: 1111512016
INTERIORNTE,
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST. r. P, L 0
10 WOOD 10 SMS OR
GRATZ, PA 17030 zz-
SCREW SELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW 51
SCREWS 73" X 72" NON —IMPACT
WOOD F RAMING
EXTERIOR METAL EXTERIOR FLANGE INSTALLATION DETAILS WITH RIGID FILLERS T%AVTOF
OR 2X BUCK
STRUCTURE
0
BY OTHERS ABACKER ROD &
APPROVED SEALANT
BY OTHERS ABACKER ROD &
APPROVED SEALANT
DRAWN: RIVrDWGNo
J. L. 08-02357 B k'/ONAL
BEHIND FLANGE BEHIND FLANGE SCALE NT 09/03/14 OF 1215HEET10
JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL., L. ROBERTO LOMAS P. E.
WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE INSTALLATION 1432 WOODFORD RD LEWISVILLE, NG 27023 Luis R. Lomas P.E.
FIL No.: 62514434-668-0609 rilotnas@irlomaspe.corn
2 1/2" MIN.
EDGE DISTANCE
CONCRETE/MASONRY
BY OTHERS
OPTIONAL IX BUCK &
1 1/4" MIN.
SEE NOTES 3 — 7
EMBEDMENT
SHEET 1
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
EXTERIOR
BACKER ROD 1,
APPROVED SEALANT
BEHIND FLANGE
OPTIONAL 1X BUCK
SEE NOTE 3 — 7
SHEET I
CO NC RETE/ MASONRY
BY OTHERS
1/4- MAX
SHIM SPACE
RIGID FILLER
3/16" TAPCON
INTERIOR
3/16" TAPCON
RIGID FILLER
1/4" MAX.
SHIM SPACE
1 1/4" MIN '
EMBEDMENT
CONCRETE/MASONRY
BY OTHERS
OPTIONAL 1X BUCK
SEE NOTES 3 — 7
SHEET 1
1 1/4" MIN.
EMBEDMENT
4
2 1/2" MIN.
L—L DISTANCE
VERTICAL CROSS SECTION
CONCRETEIMASONRYINSTALLATION
3/16" TAPCON
2 1/2"
MIN *
EDCE
DISTANCE
REVISIONS
T_ REV DESCRIPTION --;AT' A11R.-
A REVISED INSTALLATION DETAILS 06/01/15 R. L.
8 REVISED NAME AND ADDRESS 10/27/16 1 R.L.
r1/
4" MAX.
SHIM SPACE
RIGID FILLER
INTERIOR
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
CONCRETEIMASONRYWSTALLATION
SIGNED: 1111512016
NOTES: MI WINDOWS AND DOORS, LLC
R.
1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS,
NOT SHOWN FOR CLARITY.
650 W. MARKET ST.
GRATZ, PA 17030
IN - - . 4i
E N o,
SERIES 185 ALUMINUM FIXED WINDOW
2. PERIMETER AND JOINT SEALANT BY OTHERS TOBE
DESIGNED IN ACCORDANCE WITHASTM E2112 0 51
73" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS WITH RIGID FILLERS o,4'TAT OF *1'4:::' 0
VDRAWN: DWI; NO,
J. L. 08-02 57
SCALE -E SHEETNTS09/03/14 21OF1 11111100
L ROBERTO LOMAS P. E.
1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E.
434 _666-0609 -p-.m FL No.: 62514
REVISIONS
REV DESCR PTION
A REVISED INSTALLATION DETAILS
OATE
06/01/15
pp OVED
R. L.
APPROVED B REVISED NAME AND ADDRESS 10/27/16 R. L.
SEALANT
BEHIND FIN 1/4 .. MIN.
EMBEDMENT
6 WOOD WOOD
SCREW FRAMING
BY OTHERS
1/4" MAX.
FSHIM SPACE 1/4" MAX
3/8" MIN
WOOD FRAMING
BY OTHERS SHIM SPACE
EDGE DISTANCE
7INTER/OR
6 WOOD
INTERIORSCREW
I
1/4" MAX
SHIM SPACE
3/8" MIN
EDGE DISTANCE
6 WOOD WOOD
SCREW FRAMING
APPROVED 1 1/4" MIN. BY OTHERS
SEALANT EMBEDMENT
BEHIND FIN
VERTICAL GROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4"
MIN.
EMBEDMENT
APPROVED
SEALANT
BEHIND FIN
EXTERIOR
3/8" MIN
EDGE DISTANCE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANTBY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
FIN INSTALLATION DETAILS
DRAWN: 11111; NO,
J. L. 08-02357
SCALE NTS I -E 09/03/14 15111ET 12 OF 12
L. ROBERTO LOMA P. E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434_688-0609 rilomas@trioniaspe.com
SIGNED: 1111512016
R. L 0
E
T OF
EV R
Luis R. Lomas P.E.
FL No.: 62514
Florida Building Code Online Page I of 3
BCIS Home f Log In 5 User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search
1i 11 , .'[,Product Approval
F USER: Public Userdbo- r
Product Approval Menu > Product or Application Search > A01plication Lis > Application Detail
FL153S3-R3FL #
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
ED
MI Windows and Doors
650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlinger@miwd.com
Brent Sitlinger
bsitlinger@miwd.com
Category Windows
Subcategory Mullions
Compliance Method Evaluation Report from. a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Luis R Lomas, PE
the Evaluation Report
Florida License PE-62514
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2018
Validated By Steven M. Urich, PE
R Validation Checklist - Hardcopy Received
Certificate of Independence FL15353 R3 COI FLC0I.pd
Referenced Standard and Year (of Standard) Standard Year
AAMA 450 2010
Equivalence of Product Standards
Certified By
Sections from the Code
Product Approval Method Method 1 Option D
https://www.floridabuilding.or,cr/pr/pr app_dtl.aspx?param=wGEVXQw-tDqtH8572qvdWIS... 2/1/2018
Florida Building Code Online Page 2 of 3
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
10/16/2017
10/23/2017
10/26/2017
12/12/2017
FL # Model, Number or Name Description
15353.1 5764 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 06-01448B.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant- Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL153S3 R3 AE 512072B.c)d
span: 104-1/4". Created by Independent Third Party: Yes
I
15353.2 IS764 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No F1-15353 R3 II 08-01439B.odf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512063B, df
span: 83" Created by Independent Third Party: Yes
15353.3 5765 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01449B.[)d
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 5120738.1)d
span: 156-3/8" 1 Created by Independent Third Party: Yes
15353.4 5765 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01440B.I)d
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512064B.r)d
span: 83". , Created by Independent Third Party: Yes
115353.5 l CM-18514 I Vertical Aluminum Mullion I
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II OS-01442B,i)d
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 5120666.od
length - 83". Created by Independent Third Party: Yes
115353.6 CM-18520 I Horizontal Aluminum Mullion I
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 PQ II 08-01451B.pd
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512075B.Ddf
span - 156-3/8" Created by Independent Third Party: Yes
115353.7 1 CM-18523 I Horizontal Aluminum Mullion I
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01452B.pd
Approved for use outside HVHZ: Yes.. Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512076B.od
span - 104-1/4". Created by Independent Third Party: Yes
115353.8 1 CM-18531 I Vertical Aluminum Mullion I
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Installation Instructions
FL15353 R3 II 08-01443B.pd
Verified By: Luis R Lomas, PE PE-62514
https://www.flon'dabuildinc,.orc, r/pr p_dtl.aspx?param=wGEVXQwtDqtH8572qvdWIS... 2/1/2018
1= _/p _ap
Florida Building Code OnlineZn Page 3 of 3
Impact Resistant: Yes
Design Pressure: N/A
Created by Independent Third Party: Yes
Evaluation Reports
Other: Max single window size: S2-1/8" x 84". Max mullion FL15353 R3 AE S12067B.pd
span - 83" Created by Independent Third Party: Yes
1S353.9 CM-18532 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01453B.Ddf
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Verified By: Luis R Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512077B.Ddf
span - 156-3/8" Created by Independent Third Party: Yes
CM-1853315353.10 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ:-No FL15353 R3 II 08-01444B.pdf
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: Max single window size: 52-1/8" x 84". Max mullion
span: 83"
Verified By: Luis R Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15353 R3 AE S12068B,r)d
Created by Independent Third Party: Yes
15353.11 CM-18534 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
FL15353 R3 11 08-01454B.pd
Verified By: Luis R Lomas, PE PE-62S14
Created by Independent Third Party: Yes
Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion
span: 156-3/8".
FL15353 R3 AE 51207L2 Ea_pAf
Created by Independent Third Party: Yes
F..-7 FNe-tj
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-182
The State of Florida is an AA/EEO employer. Cooyriaht 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to
Section 45S.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If . you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
P"M-9 = 7CRW_ M . LL-=j L--:L-J u=
Cr6dil Card,
safe
https://www.floridabuildin-.oro, ' r app d I.aspx?param=wGEVXQwtDqtH8572qvdWTS... 2/1/2018Pr/p — — t
NOTES.
1 ) THE PRODUCT SHOWN HEREIN IS DESICNED AND MANUFACTURED TO
COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE.
2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE
DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION
FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS
PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3.
5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS
DOCUMENT APPLY ONLY TO MULLPON. WINDOWS MUST BE APPROVED
UNDER SEPARATE APPROVAL.
6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE
SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI
WINDOWS AND DOORS, INC.
7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE
LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL
WINDOW OR DOOR UNIT.
8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE
UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS
ANCHORED AS SHOWN HEREIN.
9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED
IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED
HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING
TO THIS DOCUMENT.
DESIGN PRESSURE TABLE INSTRUCTIONS:
1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE
CHAPTER 16.
2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON
PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH.
3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT
THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION
SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING
FOR PRODUCT IN STEP 2.
MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED
DESIGN PRESSURE OBTAINED IN STEP 1.
TRIBUTARY WIDTH
REIASIONS
REV DESCRIPTION DATr I AlllR—.
A REVISED INSTALLATION DETAILS 06/10/15 R.L.
B REVISED ANCHORING NOTES & INSTL DET. 1 06/07/17 R.L.
ANCHORING NOTES:
1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD
SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM
EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS
SHEET 3.
2) FOR ANCHORING INTO CONCRETE USE 1/4" ELCO ULTRCON TAPCON
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM
EMBEDMENT WITH I" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS
SHOWN IN INSTALLATION DETAILS SHEET 3.
3) FOR ANCHORING INTO METAL USE #10 SMS OR SELF DRILLING
SCREW WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM
BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN
IN INSTALLATION DETAILS SHEET 3.
4) ALL FASTENERS TO BE CORROSION RESISTANT.
5) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH
ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND
ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS
LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42
B. CONCRETE MINIMUM COMPRESSIVE STRENGTH OF 3,200 PSI.
C. MASONRY STRENGTH CONFORMANCE TO ASTM C-90, GRADE N,
TYPE 1 (OR GREATER).
D. METAL STRUCTURE —STEEL 18CA (.048") FY=33KSI/FU=52KSI
OR ALUMINUM 6063—T5 FU=30KSI .062" THICK MINIMUM.
6) FOR ATTACHING WINDOW UNITS TO MULLION USE #10 SELF TAPPING
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A MINIMUM
EMBEDMENT OF THREE THREADS PAST THE MULLION WALL. LOCATE
SCREWS 6" FROM EACH MULLION END AND 12" MAX. D.C.
THEREAFTER. STAGGER SCREWS AT EACH WINDOW.
TABLE OF CONTENTS
SHEET NO. DESCRIPTION
I NOTES
2 CONFIGURATIONS AND DP CHART
3 INSTALLATION DETAILS
4 COMPONENTS
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030— - 0 - 3 - 70_
5764 — VERTICAL MULLION
83" MULLION SPAN
GENERAL NOTES
DRAWN: DWO No,
V. L. 08-01439
SCALE NTS JDATE 01/11/12 1 SHEET I OF 4
I. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NO 27023
434-688-0609 rIfomasCa)Irfomaspe-rn
SIGNED: 1011312017
s F., L o
E Nq
0,8 5
A 0 F Z: 00.
B
jI0NAl_ IIIIIII10
Luis R. Lomas P.E.
FL No.: 62514
107 3/8"
O"BINED WIDTH
W1
83
RAME
HEIGHT WINDOW WINDOW
MULLION
SPAN)
107 3/8"
COMBINED WIDTH
107
OMBINED WIDTH
W1 W2 -
83"
FRAME WINDOW
HEIGI- VINDOW
MULLION
SPAN)
L_ L/_ IL I
W I W2
83" WINDOW
FRAME
HEIGHT WINDO14 WINDOA
MULLION
SPAN)
Wl W2
107 3/8"
COMBINED WIDTH
Design pressure rating st)
Mullion
span (in)
Tributary width (in)
18.13 25.50 36.00 42.00 48.00 52.13
25.00 120.0 120.0 120.0 120,0 120.0 120.0
37.38 120.0 120.0 120.0 120 O 120.0 120,0
49.63 120.0 98.3 81.2 76.9 75.2 76.1
62.00 71.0 52.2 39.7 35.9 33.4 32.3
65.63 59.6 43.7 33.0 29.6 27.4 26.3
227i2
B
j 3. 2j.4 21.8 19.9 19.0
i 2'
211 3
LARGE AND SMALL MISSILE IMPACT, LEVEL D, WINDZONE3
DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT
INCLUDE FLANGE
107 3/8"
OMBINED WIDTH
IN I W2 - F
T_
83"
FRAM E
ZWINDOW 111DOW
HEIGHT
MULLION
SPAN) L
07 3/8"
WI
COMBINED WIDTH
1 - W2
T_
83 11 WINDOW
FRAME
HEIGHT WINDOW WINDOW
MULLION
S PAN
lull
LW1 -11-
COMBINED
W2 -
107 3/8"
WIDTH
REVISIONS
I REV I DESCRIPTION I DATE I APPROVED I
A REVISED INSTALLATION DETAILS 06/10/15 1 R.L.
13 REVISED ANCHORING NOTES Ar. INSTIL D -6/01/17 rR.L.
107 3/8"
COMBINED WIDTH
W, W2
83"
FRAME
HEIGHT WINDOW
WINDOW
WINDOW
MULLION
SPAN) L IL --- L-i
Wl -1 W2
107 3/8"
OMBINED WIDTH
APPROVED CONFIGURATIONS
MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED
WIDTHDOES NOTEXCEED 107318"AS SHOWN HEREIN.
Desiqn pressure ratinct (Dsn With rebar
Mullion Tributary width (in)
span (in) 18.13 25.50 136.00 42.00 48.00 5243
25.00 120.0 120.0 120.0 120.0 120.0 120.0
37.38 120.0 120.0 120.0 120.0 120.0 120.0
49.63 120.0 98.3 81.2 76.9 75T 75.1
62.00 95.2 70.0 53.3 48.1 44.8 43.4
65.63 80.0 58.6 44.2 39.7 36.7 35.3
7211 1 2 l 1 29.2 26.7 25.5
377 1 27 5 20, '1 1 17.7 1 16.0 1 15.1
LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3
DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT
INCLUDE FLANGE
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 - VERTICAL MULLION
83" MULLION SPAN
APPROVED CONFIGURATIONS AND RATING CHARTS
DRAWN: DWI; NO. I REV
V. L. 08-01439 8
SCALE NTS I OATE 01/11/12 1 SHEET 2 OF 4
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434_688_0609 rjjoM-@1r1omaspi,.co.
SIGNED: 1011312017
F
11/10NAL
Luis R. Lomas P.E.
FIL No.: 62514
1 " MIN
EDGE DISTANCE
MASONRY/CONCRETE
BY OTHERS
1 1/4
MIN. EMBEDMENT
T
tj
1/4" ELCO ULTRACON TAPCON
5ECT5796
CLIP
OPTIONAL
REBAR
I —
MT000022
CLIP
10 woo
1 318"
EMBEDM
w
1/2" MIN. 2
EDGE L 0
DISTANCE
VERTICAL CROSS SECTION
MASONRYICONCPETE AND WOOD FRAMING
INSTALLATION
NOTE: CLIPS MAY BE USED IN MASON RY/CO NCR ETE
OR WOOD FRAMING, SUBSTRATE.
SECT5764
MULLION
D SCREW
MIN.
ENT
ODD FRAMING/
X BUCK
Y OTHERS
REVISIONS
REV D CRIPTION DATE 1 -1-
A REVISED INSTALLATION DETAILS 06/10/15 R.L.
13 REVISED ANCHORING NOTES & INSTL DET. 06/07/17 R.L.
MT000022
CLIP
r
I _Ilr #10 SMS OR
SELF DRILLING
SCREW
METAL
1/2" MIN. STRUCTURE
EDGE
BY OTHERS
DISTANCE
VERTICAL CROSS SECTION
METAL INSTALLATION
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 — VERTICAL MULLION
83" MULLION SPAN
INSTALLATION DETAILS
DRAWN:
V. L. I DWG I'D
08-01439
SCALE NES JDAT' 01/11/12 1 SH"T 3 OF 4
L. ROBERTO LOMAS P.E.
1432 WOODFORD BID LEWISVILLE, NG 27023
434-688-0609
SIGNED: 1011312017
W.. LO
4
GEN p
Wt AiCO Fj Z
0.
ZOO)
O/OM
Luis R. Lomas P. E,
Fl- No.: 62514
2.140" —1
1. 125"
L
SECT5764 MULLION
ALUMINUM 6005-T5.125"THtCK
0.688"
1.531
I
RF-U `EBAR
16 GA (.062) GALVANIZED STEEL
NOTES: 1. CLIPS MAY BE USED IN
MASONRY/CONCRETE OR WOOD FRAMING
SUBSTRATE.
2. FOR WOOD & METAL INSTALLATION
USE ALL FOUR ANCHOR LOCATIONS.
3. FOR CONCRETE INSTALLATION USE 2
ANCHOR LOCATIONS ONLY WITH 3 1/4"
SEPARATION BETWEEN ANCHORS.
i
0.843"
T--
3.2 61
1.375"
0.625"
c)-
3.250"
4.000
MT000022 CLIP
16GA 063-) —GALVANIZED STEEL
SEE NOTE 2 & 3, THIS SHEET,
3,750"
2.189"
0.375"
0.8 43" 1F---]-Fj
2X 00.210"
1.562"
F
1.5,
L—
SECT5796 CLIP
FOR WOOD FRAMING INSTALLATION
ALUMINUM 6063-T5.125" THICK
REVISIONS
REV DESCRIPTION DATE APPROVED
A REVISED INSTALLATION DETAILS C)6/1()/15 R.L.
0 REVISED ANCHORING NOTES & INSTL DET. 06/07/17 R.L.
3.750"
1.000" — 0.375"
0 422"
0.8
1
43"
2,031" 2,1115"
F--
11 111 _ LLe- I
SECT5796 CLIP 2X 00.210"
FOR CONCRETE INSTALLATION
ALUMINUM 6063-T5.125" THICK
Ml WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 — VERTICAL MULLION
83" MULLION SPAN
COMPONENTS
DRAWN: 77111 ---
V. L. 08-01439
c.. NTS l)A" 01/11/12 SHEET 4 OF 4
I. ROBERTO LOMAS P.F-
1432 WOODFORD RD LEWISVILLE, NC 27023
434-668-0609
SIGNED: 1011312017
0
10 51
p TAT Or
o. Al
A
Luis R. Lomas P.E.
FIL IN ..: 62514
Florida Building Code Online Page I of 3
WE FA= K=- I Nnz= = 11
3CIS Home I Log In I User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search
HMO . a
115roduct Approval
K USER: Public Userpr
Product Approval Meng > Product or Application Search > Application Lis > Application Detail
lg
77-7-77
FL # FL13223-R4
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer James Hardie Building Products, Inc.
Address/Phone/Email 26300 La Alameda
Ste. 250
Mission Viejo, CA 92691
909) 349-2927
pingsheng.zhu@jameshardie.com
Authorized Signature Pingsheng Zhu
c pingsheng.zhu@jameshardie.com
Technical Representative Pingsheng Zhu
Address/Phone/Email 10901 Elm Ave.
Fontana, CA 92337
909) 349-2927
pingsheng.zhu@jameshardie.com
Quality Assurance Representative Pingsheng Zhu
Address/Phone/Email 10901 Elm Ave.
Fontana, CA 92337
909) 349-2927
pingsheng.zhu@jameshardie.com
Category Panel Walls
Subcategory Siding
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
D Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Ronald 1. Ogawa
the Evaluation Report
Florida License PE-24121
Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity
Quality Assurance Contract Expiration Date 12/31/2020
Validated By John Southard, P.E.
W Validation Checklist - Hardcopy Received
Certificate of Independence FL111223 R4 COI RIO - Certificate of Inde[)endence.lpdf
Referenced Standard and Year (of Standard) Standard
ASTM C1186
ASTM E330
Year
2007
2002
Equivalence of Product Standards
Certified By Florida Licensed Professional Engineer or Architect
FL13223 R4 EQuiv RIO-2692B-17 ASTM C1186 eaulvalency.pd
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqvRk6bsvZ66FC... 2/6/2018
Florida Building Code Online Page 2 of 3
Sections from the Code
Product Approval Method Method 1 Option D
Date Submitted 06/09/2017
Date Validated 08/25/2017
Date Pending FBC Approval 08/28/2017
Date Approved 10/10/2017
Summary of Products
FL # Model, Number or Name Description
13223.1 — — — TiCempanel Siding fiber -cement panel siding
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL13223 R4 II cempariel-installation.odf
Approved for use outside HVHZ: Yes FL13223 R4 11 NOA 17-0406.06.pdf
Impact Resistant: Yes FL13223 R4 11 RIO 2689-17 Panel to Furrinq,l)d
FL13223 R4 II RIO-2686-17 Panel Wood Metal Frame.pdDesignPressure: N/A
Verified By: Ronald 1. Ogawa 24121Other: For use inside a HVHZ install in accordance with
NOA 17-0406.06 Created by Independent Third Party: No
Evaluation Reports
FL13223 R4 AE NOA 17-0406.06.r)d
FL13223 R4 AE RIO 2689-17 Panel..to..Furrinq.pd
FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.Dd
Created by Independent Third Party: Yes
13223.2 ___HardePanel Siding fiber -cement panel siding
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL13223 R4 11 HardiePanel-Installation.[)df
Approved for use outside HVHZ: Yes FL13223 R4 11 NOA 17-0406.06.pdf
Impact Resistant: Yes FL13223 R4 II RIO 2689-17 Panel to Furrino.Dd
FL13223 R4 11 RIO-2686-17 Panel Wood Metal Frame,DdfDesignPressure: N/A
Verified By: Ronald 1. Ogawa 24121Other: For use inside a HVHZ install in accordance with
NOA 17-0406.06 Created by Independent Third Party: No
Evaluation Reports
FL13223 R4 AE NOA 17-0406.06.od
FL13223 R4 AE RIO 2689-17 Panel to Furrj
FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.pdf
Created by Independent Third Party: Yes
13223.3 Prevail Panel Siding fiber -cement panel siding
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL13223 R4 11 NOA 17-0406.06.pdf
Approved for use outside HVHZ: Yes FL13223 R4 II Prevail-Panel-Installation..12df
Impact Resistant: N/A FL13223 R4 11 RIO 2689-17 Panel to Furrina.Dd
FL13223 R4 II RIO-2686-17 Panel Wood Metal Frame.pdfDesignPressure: N/A
Verified By: Ronald I. Ogawa 24121Other: For use inside a HVHZ install in accordance with
NOA 17-0406.06 Created by Independent Third Party: No
Evaluation Reports
FL13223 R4 AE NOA 17-0406,06.i)d
FL13223 R4 AE RIO 2689-17 Panel to Furring.pd
FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.Ddf
Created by Independent Third Party: Yes
FEE F-i-nd
Contact U :; 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-182
The State of Florida is an AA/EEO employer. Copyriaht 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuart to
Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
m W i7a 99 0
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqvRk6bsvZ66FC... 2/6/2018
Florida Building Code OnlineZ= Pao,e 3 of
cree dh Card
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqvRk6bsvZ66FC... 2/6/2018
Florida Product Approvai
HardiePanelO Siding
For use inside HVHZ:
o HardiePanel Siding fastener types, fastening schedule, and installation
shall be in accordance with the Miami -Dade County Florida NOA 17-
0406.06. Consult the HardiePanel product installation instructions on the
follow pages for all other installation requirements.
For use outside of HVHZ,
o HardiePanel Siding fastener types, fastening schedule, and installation
shall be in accordance with Engineering Evaluation Reports RIO-2686-17
or RIO-2689-17. Consult the HardiePanel product installation instructions
on the follow pages for all other installation requirements.
VV
CLEARANCES
Install siding and trim products in Maintain a rriinimum 1 " Maintain a minimum 1 2" clearance At t ' he Juncture of the roof and vertical maintain a 1 14-
compliance with local building code 2" clearance between between Jarnes Hardie products suraces, flashing and counterflashing clearance between
requirements for clearance between Jamles Hardieg and decking material. shall be nstall d per the roof ing
manufacturer's instructions. Provide a
the bottom of James
Hardie products and
the bottom edge of the siding and products and paths, Figure 7 minimum 1 "- 2" clearance between horizontal flashing,
the adlacent finished grade, steps and driveways. the roofing and th ottoT edge of the Do not caulk galp.
stud siding
t.r siding and trim. Refer to fig. 3 on
Figure 5 Figure 6 Figure 8 page 1.
siding FIT Lcl , K, 01- f Pi 77 T7171, ITT 11 -V-Tmin.
E'141 -
2muIash. - 0 M
deck material
joist
2"
Do not bridge flocrs with Hardiel'anell siding. Horizontal
joints should always be created between floors (fig. 0).
Resistive
Darner Framing
Figure 10
FloonngHonzntal
Trim
rr
Sheathing
fascia rdiePanelo
gutter and end cap
BLOCKED PENETRATIONS
Penetrations such as hose bibs and holes I !?` or larger such as dryer vents
should have a block of trim around point of penetration.
GENERAL FASTENING REQUIREMENTS
Fasteners must be corrosion resistant, oalvani2ed, or stainless steel. Dectro-galvanized are
acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality,
hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of
fasteners. Stainless steel fasteners are recommended when installing James Hardie prodiuc s near
the ocean, large bodies of water, or in very humid climates,
Consult applicable product evaluation or listing for correct fastener type and placement to achieve
specific design wind loads.
NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have
specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable
compliance documentation.
Drive fasteners perpendicular to siding and framing.
Fastener heads should fit snug against siding (no air space). (fig, A)
Do not over -drive nail heads or drive nails at an angle,
If nail is countersunk, fill nail hole and add a nail. Cig. B)
For wood framing, under driven nails should be hit flush to the pankwth a hammer Clor steel
iraming, remove and replace nail).
NOTE: Whenever a structural member is present, HardiePlank snould be fastened with even
spacing to the structural member The tables allowing direct to OSB orplywood should only be
used when traditional framing is not available.
Do not use aluminum fasteners, staples, or clipped head nails.
Snug Flush
J. =\
Countersunk,
fill & add nail
Figure A Figure B
do not under
drive nails DO NOTSTAPLE
KICKOUT FLASHING
Because of the volume of water that can pour down a sloped
roof, one of the most critical flashing details occurs where a
roof intersects a sidewall. The roof must be flashed wit step
flashing. Where the roof terminates, install a i to deflect
water away from the siding. It is best to install a self -adhering
membrane on the wall before the subfascia and trim boards
are nailed in place, and then corne back to install the kickout.
Figure 11, Kickout Flashing To prevent water frorn
durnping behind the siding and the end of the roof
intersectiom install a "kickout" as required by IRC cod-,
R905.2.8.3 ..flashing shall be a min. of 4i' high and 4"
wide." James Hardie recommends the kickout be angled
between 00' - 110' to maximize water deflection
Figure 11
Step fias in
membrane
me it
lashing
C'm ejge
PNEUMATIC FASTENING
James Hardie products can be hand nailed or fastened with a
pneumatic tool. Pneumatic fastening is highly recommended.
Set air pressure so that the fastener is driven snug with the
surface of the siding. A flush mount attachment on the
pneumatic tool is recommended. his will 1heip control the
depth the nail is driven. If setting the nail depth p!ov-.s difficult,
choose a setting that under drives lie nail. (Drive under driven
nails snug w.th a smooth faced harnmer - Does not apply for
installation to steel framing).
HS1236-P2/3 8113
db
Hardie Pane 1'"Z,29, VeilicalSiding
JamesHardie
EFFECTIVE SEPTEMBER 2013
INSTA IfON REQUREMENTS RESIDENTIAL SINGLE FAMIl V ONLY - PRIMED & COLOIRDLU7 DRODLJCT S Pmn,,James aroln-co- for 'the most recent versinn.
SMOOTH CEDARMILLO - SELECT SIERRA 8 STUCCO
IMPORTANT, FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPUCABLE BUILDING CODES AND JAMES HARDIE
WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY AFFECT SYSTEM PERFORMANCE, VIIOLATE LOCAL BUILDING CODES,
AND VOID THE PRODUCT ONLY WARRANTY, BEFORE INSTALLA11ON, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS.
INSTALLATION OF HZ11 OTM PRODUCTS OUTSIDE AN HZ1 FLOCATION MILL VOID YOUR WARRANTY, TO DETERMINE WHICH HARDIEZONE APPLIES
TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-734,3
STORAGE & HANDLING:
Store flat and keep dry and
covered prior to installation. Installing
siding viet or saturated may result in
shrinkage at butt joints. Carry planks
on edge, Protecf edges and corners
from breakage.lmes Hardie is not
responsible for damage caused
by improper storage and handling of
the product. j
CUTTING INSTRUCTIONS
OUTDOORS INDOORS
1 . Position cutting station so that wind will blow dust away from u&:i, 1. Cut only using scoie and snap, or shears (manual, electric or pneumatic),
and others in wA, ng area. 2. Position station in well -ventilated area
2. Use one of the following methods:
a. Best: i. Score aid snalp
ii, Shears (manual, electric or plieurnatic) - NtRIER use 2 power saw indoors
b. Better: i. Dustreducing circular saw equipped with a - NRER use a circular saw blade that does not caln, the Hardie -Blade sail blade tradema, <
Hardie3lade' saw blade and HEPA vacuum exliaction NEVER dry sweep - Use wet suppression or HEPA Vacuum
c. Good: i. Dust red -icing circular savivoith a HardieBlade savv blade
k (only use for low to moderate cutiing)
Important Note: For maximum protection towestrespirable dusrtPr3duc1ior I, James HardierecommandS 31vrays using Test"-Ievel cutting meMods where feasible.
NIOSH-approved respirators can he Used in conjunction with above outing practices to further reduce dust exposo es * Additional exposure information is available
a- ifi,,.,.vqamesbardie,com io hallpyou determine the most appiopt ite. rutting method foryour job i equirements, If concem still exists about exposur levels or you
d,-, not comply vAth the above practices, you should always ecoriSLIK a oualffic d industrial hyqiai list or contact James Handle for further information.
e
SXS G5
GENERAL REQUIREMENTS:
These instructions to be used lor residential single lamily installations only. For Commercial / Mufti -Family installation requirements go to v,,%i.JamesHardieComrner.ial,,-,om
HardiePaneri vertical siding can be installed over braced wood or steel studs sparced a maximum of 24" o.-c. See genemal fastening requirements. Irregularities in
framing and sheathing Gan mirror through the finished application, James Hardie recommends installing HardiePanel on a capillary break (rainscreenitiirring) as a best practice.
Information on installing James Hardie products over loam can be located in JH Tech Bulletin 19 at wtviot]. iamehar fie.com
A water -resistive barrier is reo.Jred in accordance with local building -code requirements, The water -resistive barrier must be appropriately installed kvithu
penetration and junction flashing in accordance with local building code requirements. James Hardie will'ssume no tesPonsibility for water infiltration. James
Hardie does manufacture Hard ieViiif,ap,r Weather Barrier, a non -woven rion-perforated houseviralpl, which complies with building code requirements,
When installing James Hardie products all clearance details in figs. 5,6,7,8,9,10&11 must be followed,
Adjacent finished orade must slope away from he building in accordance with local building codes - Ilpically a minimurn of 6" in the first 10'. Do not install Jam -es Hardie products, such that they Zy remain in contact with standing water.
HardiePanel vertical siding rinay be installed on Vertical wall applications only.
DO N16T use HardiePariel vertical siding in Fascia or Trim applications.
Some ppflcation are not suitable for CiolorPlus. Refer to ColorPlus section p age 3.
DO NO I use stain, oil/al d base paint, or povvder coating on James Hardie"' Products.
For larger rojec , ling commercial and multi -family projects, imhere the span of the wall is significant in length, the designer and/or architect should take
into consiT ration the coeff cient of thermal ex ansion arid moisture movement of the product in their design. These values can be found in the Technical Bullet:n
8 "Expansion Characteristics" atvAvr,1.JameErdie.com.
INSTALLATION:
Fastener Requirements Joint Treatment
Position fasteners 3/8" from panel edges and no closer than - Vertical Joints - Install panels in moderate contact (fig. 1), alternatively
2" away from corners. Do not nail into corners. joints may also be covered with battens, PVC or metal jointers or
HardiePanel Vertical Siding Installation caulked (Not applicable to ColorPlus' Finish) (fig. 2).
Framing must be provided at horizontal and vei tical edges for nailing, * Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3).
HardlePanel vertical siding must be joined on stud. Figure 2 Figure 3
water -resistive barrier water -resistive barrier
Double stud may be required to maintain minimum edge ate
nailing distances,
2 4 stud 2 x 4 stud barg s i
r,
t v a wa 'ee-resistva
ne, barrier
I —upper panel uoner panelFigure1
1/4" nan n , I 11,1'
water -resistive
barrier
sheathing _
keep nails
3/8 " min.
from panel -
edges
plate —I
keep fasteners 2"
away from corners
HardiePanel
C vertical siding
3
C,
moderate contact
Batten Joint "H" Joint
water -resistive barrier
Pw
2 X 4 stud
it
leave appropriate p between
panels, then caulk*
Caulk Joint
Wit applicable t, Colol lus Finish)
Apply caulk in accordance with cauk
mamr1w,turer s wr;tten application instiruclions.
or additional inlormPtion on HardieWrapT" Weather Barrier, consult James Hardie at 1-866-41-lardie or viun.,Amhardievirap.com
o no, Caulk 4
Z-flashing t 2-flasting f
raive
Innard
lower
Danel
Figure 4
Recommendation: Vvren
i-stalli.! ig Sierra 8, orovi,a
a StUd at p rcl
jnints to avoid railinn
rhrough orooves.
WARNING: AVOID BREATHING SILICA DUST
annes Hardiel products cirtain.resDinable crystalline silica, which is Krown m the State of Callfornia to cause cancer and is considered Ly IARC aid NII& to be a cause of cancerfirc.-ri snrre occupational sources. Bre2thing
e,,'essive amounts afreprable silica dust call also cause 2 disabling and pritential1v fatal lurp ilspase ralled srlpos!s, and has been flilked ,Ajith other disease,,. Snme stjdies S ggas' smo knq may increase these risks. Duringinstallatonorhandling. ill work in sitdcor areaviirth ample venniation: use fiber cement shears for cu-mg or wlpre not fea3ible, ti e a HardieBladp say., blaoa and djst-rduc.ng circularsaw attacheri to a HEPA vartium: 3) viarn oi rprs in the immediate area: (4) wear a proccerIv-fiftec, NJOSH-approved dust mask o, respirator ist irQ. N-951 :r. acrorcarce imth applable government fegula-.ions ano mariLlactuner ir tr 3tiors tc f trier imit
able silica exr-isures. Durino Clean-up, use HEPA vacuums or ivet cleariuF melthrocs - never dry sweep. Fir further information, refer to our installation instructions and M2tenaI Satery buts Sibeet. available at
A DIF 0, -KC-942-7343). FAILURE ADHERE TO OUR WARNING--, MSDS, A.ND INSTRUGMINS MAY LEAD TO SERIOUS P RSONAL If, URY DR. DEATHvvm..amesrbaidie.com or by calling 1-800-9, LAR E
HS-1236-P1/3 1/13
ffff-7-14-9
CAULKING
For best result use an Elastomeric Joint Sealant complying with ASTM 0920 Grace NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834.
Caulkina/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions. Note: OSI Quad as well as some othercaulking
manufacturers do not allow tooling.
DO NOT caulk nail heads when using Coioi-Plus products, refer to the ColorPlus touch-up section
CUT EDGE TREATMENT PAINTING
Caulk, paint or priine all field cut edges. DO NOT use stain, Dil/alkyd base paint, or powcer coating on James Hardie Products. James Hardie products
James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed. 100% acrylic tooccats are
to touch-up ColorPlus products. recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications.
Back -rolling is recommended if the siding is sprayed,
COLORPLUSO TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE
Care should be taken when handling and cutting James Hardie®R ColorPlus@ products. During installation use a wet soft cloth or soft brush to
gently wipe off any residue or construction dust left on the product, then rinse with a garden hose.
Touch up nicks, scrapes and nail heads using the Color-Plu0 Technology touch-up applicator. Touch-up should be used sparingly.
If large areas require touch-up, replace the damaged area with nevit HardiePaneP siding with ColorPlus Technology.
Laminate sheet must be removed immediately after installation of each course.
Terminate non -factory out edges into trim where possible, and caulk. Color matched caulks are available frorn your ColorPlusi" product dealer.
Treat all other non -factory cut edges using the ColorPlus Technology edge coaters; available from your ColorPlus product dealer.
Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products.
Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie
touch-up, will not be covered under the James Hardie ColorPlus Limited Finish Warranty.
1 he following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for
every application:
Exposed fasteners or battens is the recommended application for ColorPlus panel products
Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended
For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel
only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover
joints when appropriate.
PAINTING JAMES HARDIEO SIDING AND TRIM PRODUCTS WITH COLORPLUS" TECHNOLOGY
When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application:
Ensure the surface is clean, dry, and iree of any dust, dirt, or mildew
Repriming is normally not necessary
100% acrylic topcoats are recornmencled
DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardi0' Products
Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application
temperature
RECOGNITION: In a-0idance with 1011-ES Evaluatm Report ESP.---844, HardieP2ndlq) vertical siding is reMgni2ecl as a suitable altPinate to that spedfM n the 2036.20001, & 2-012 International Flesidential Code to, One -and
Twc-Farinily Dwellings andlie 2006, 2009; & 2012 Internati-nal Building Code. Hai dieParel vertical siding is also iecognl2ed fo; applical' on the follow! no : City o, LO, Angeles Research Repcn, No. 24862, State of Florida
7 7I'sling FFL#889: Dade Courty, Flonda NOA No. .02-.0729.02. U.S. DePt. oi HUD '%Iiiterials Release 12E3c, exas Denartmerit of Insurance Product Evalua-cri EC-23, C4 of New, York MEA 223-93-1), and California DSA PA-C19.
These douments should also be consulted for additional in, I ornnation concerning the suitability if this procuct for spa'ific applications.
C-) 2,313 James Hardie Building Products. All rights reserved.
TM. SM, and S denote trademarks or registered trademarks of
Jannes HardieTechnology Limited LF is a registered
ademark of James Hai die Technology Limited,
Additional Installation Information.
Warranties, and Warnings are available ^t JamesHardle
www,jarneshardie.com [01
HS1236-P3/3 6/13
MAMIDA 41CC1awACCREG DLABORATORY
July 30, 2017
Pingsheng Zhu, P.E.
Product Compliance Engine
James Hardle:Building Products
10901 Elm Ave,
Fontana, CA 92337
Re., NOA-17-0406.06
Relative to FBC 2017
Project. RIO-2679AA 17
Dear Pingsheng:
After revievvof the 2017 FBC, it is rny opinion that thecurrent NOA-17-0406.06 is in Compliance with the 2017 Florida
Building Code.
Referen(:ed Sta6i:16HS in the 2,017 FBC,
1, Wood: AWC NDS-2015 & SDPWS-2015
Z Structural Loads. ASCEISEI-7-10
3. Concrete. ACE-31 BA4
4. fAasonry:TtilS402-20161AC.1536-1/ASCE--13,,
5. Structural Steel, AISC 360-10 (including manual of steel construcfion 2010 (14'wedifical))
6- Cold -formed Steel- AISI IDO-1 2
7, Aluminurn: ADM-1-2015
In addition, I am Making thefolloviiing Statement of' Independence. as requested;
1 Ronald 09awa, does not ha,e nor does it intend to acquire or VH1 it acquire any finan wil interest in any company manufacturing or
distributing products for which evaluations are issued.
2. Ronald Ogawzi is not Owned, operated or controlled by.any connpany manufacturing or distributing products 'evaluzifes or inspect,
3'. Ronald Ogaw.a Inc: does not have.' nor w
I !
I] tt acquirea financial interest inany company manufacturing or distributing P, oducts for
whichreports are beirio issued..
4, Ronald Ogawa does not have, nor wi
1
11 it acqu'r' financ, Iea_ fa interest in 61y Other entity involved fn the app roval process of the product -
Should you have any questions on anything, please, contact me.
Sincerely,
v
Ronald 1. Cigawa, P.
RI Ogawa & Associates, Inc,
1AS Laboratory Approval, TL- 360
IAS Quality Control Agen ' cv. AA-705
CRRC.Approved Testing Laboratory for Solar Reflectance. and Emissivity
State of Florida Approved Validator and Third Pa
I
rty Qua . li . ty Control Agency
714)29.2-2602
ron,@Hoga%ia.com
CC-, Roger 09awa - R.1 Cigawa & Associates, Inc.
Karen 09awa - Rf Ociawa. & Associates, Inc.
itV- (31
61r;
4! FLO RO
kNAN-
Lab Address:. 1985 Sampson Avenue, Corona, CA 92879 a Phone (714) 321-4939 * rax (714' -1815 com
Mailing Address: 16835 Algonquin St- #443, Huntington Beach, CA 92649 * Phone-(102) 491-371.0 Fax (714) 909-:1815 &mll* dg,,bbVegJM-mVa.Wm
Engineering v Quality Control * Prod uct,Development v Inspections * Code Consulting: E-Ypen Witness e Testing,
MIAMI-
MIAMI-DADE COUNTY
M3 PRODUCT CONTROL SECTION
11805 SW 26 Street, Room 208
DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Mam Florida 33175-2474
BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599
NOTICE OF ACCEPTANCE (NOA) v ww.mianiidade.gov/economy
James Hardie Building Product, Inc.
23
10901 Elm Avenue
Fontana, CA 92337
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The
documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be
used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). ZP
This NrOA shall not be valid after the expiration date stated below. The Nfiami-Dade County Product Control Section
In Miarni Dade County) andJor the AHJ (in areas other than NEarni Dade County) reserve the right to have this
product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted
manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or
suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance,
if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the
requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building Code,
including the High Velocity Hurricane Zone.
DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit
APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail
Panel; HardlePlank-, CemPlank Prevail Lap Siding, HardieSoffit, CemSoffit Panel; Installation Details
Wood/N4etal Stud Construction", sheets I through 12 of 12, dated 04/24/2013, prepared by the
manufacturer, signed and sealed by Ronald I. 0gawa, P.E., bearing the Nhami-Dade County Product
Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade
County Product Control Section.
MssELF, IMPACT RATING: Large and Small Missile Impact Resistant1
LABELING: A permanent label with the manufacturer's name or logo, Plant City, Florida, and theZ
following statements: "ASTM C 1186 Type A complianf 'and "Miami -Dade County Product Control
Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710.9.3 on soffit
panels.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has beenno change
in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the
materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product,
for sales, advertising Or any other purposes shall automatically terminate this NOA. Failure to complyArith any section
of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the
expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done
in its entirety.
INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and
shall be available for inspection at the job site at the request of the Building Official.
This NOA renews NOA # 15-0122.04 and consists of this page I and evidence page E-1, as well as
approval document mentioned above.
The submitted documentation was reviewed by Carlos M. Utrera, P.E.
NOA No. 17-0406.06
WKAMI-0
Expiration Date: May 1, 2022
Approval Date: May 4,2017
7 2_ 1117 Page I
James Hardie B"dinj! Products, Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
A. DRAWINGS '"Submitted under NOA 4 13-0311.0 7"
1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; z:1
HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; 2--
Installation Details Wood/Metal Stud Construction", sheets I through 12 of 12, dated
04/24L?013, prepared by the manufacturer, signed and sealed by Ronald 1. 0gawa,
P.E.
B. TESTS "Submitted under NOA # 13-03-11.0 7"
1. Test reports on 1) Uniform Static Air Pressure Te:st, Loading per FBC TAS 202-94
2) Cyclic Wind Pressure Loading per FBC, TAS 203-94
along with marked -up drawings and installation diagram of HardiePlank, HardieSoff-it
and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No.
100733361COQ-004, dated 08/24/2012, with revision I dated 04/25/2013, signed and
sealed by Rick Curkeet, P.E.
Submitted under NOA # 02-0729.02"
Laboratory Report Test Date Sianaturein
2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E.
3. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E.
4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E.
C. CALCULATIONS
1. None.
D. QUALITY ASSURANCE
1. Miami -Dade Department of Regulatory and Economic Resources RER)
E. MATERIAL CERTIFICATIONS
1. None.
F. STATEMENTS "Submitted under A10A # 15-0122.04"
1. Statement letter of code conformance to the 5th edition (2014) FBC issued by Ronald
1. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald L
0ga-wa, P.E.
APo4r7/7017
Carlos M. Utrera, P.E.
Product Control Examiner
NOA No. 17-0406.06
Expiration Date: May 1, 2022
Approval Date: May 4, 2017
E-1
PIE
WALL A.
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-Ho. 17-0406.06
Expiration Mate 0 5 112022
By
Miaml-Dacfe Product Control
ft
46
WALLLENGTI-I
Stud Spacing at 16" O.C.
13-4— 1 1 1
41
C7
7!:
W,
Nails at 16' O.C. (typ.)
3/8- Minimum Edge DistarICL-
Sheathing fastener, as desctibed in
Note I
Panel fastener, as described in
Note 2
HardiePanel, Cempanel,
r Prevail panel Siding
Water -resistive barrier per
Florida Buil&ng Code Section
14042
518" thick / 5 ply APA rated
plywood sheathing fastened in
accordance wAh Florida Building
Code Section 2322.3
2" X 4'8-P-F Wood Studs
The wall and soffit frames are to be designed
by the Architect or Engineer of Record in
compliance with the Florida Building Code.
QNCAMPTL
SEE Hardiel'anel&, Mpa 4' &
DETAILA Prevailt Panel Siding materialsare
T-- nonasbestos fiber-coment products
6/8" ttick 16 ply APA rated tested in accordance! with ASTM
plywdod sheathting in cl 186 Grade 11, Type A and meeting
k acmdance with Florida
Building Code Section
the requirements of the Florida
Building Code.
23223
X j-AMWQMR-SjP-N-S
Water-resisfive Width Length Thickness
barrier per Florida 4' 8,9,10, 5/161,
Building Code
Section 1404.2 pFVLQbLFREWLPM RA -TONG
2X 4" S-P-F Installation Design Pressure
Wood Studs Wood Studs -76 psf
HardiePane[, Impact Resistant -
Cernpanel, Planks installed over &8" thick / 5 ply
aECJB0-N-1$M--$
PMV211 Panel APA rated plywood sheathing
SIding
1-10N. DETAILSLj.F DIF PANEL PREVAILPAMNEP,, PEN SIQ-LN-Q INSTALLA
feesAlljnstAlafionshallbedoneInconformancewM-i this Notice of AWeptanm the manufactu
installation recommendations, and theapplicable sections of the Florida Building Code.
Wood studs where HardiePariel, Cempariell, Prevail Panel Siding will be installed shall be
designed by an Engineer or Architect per the Florida Building Code and the requirements of this
N.OA
Rote 1] 5f&'thickJ 5 ply APA rated plywood sheathing shall be attached to the srtuds in
accordance YAth Florida Building Code Section 2322.3.
The siding panels shall be installed over 5/8" thick 16 ply APA rated plywood ttheathing supported
by a minimum of 21,)(4" S-P-F wood studs spaced a maximum of
LNote 2] The siding panel fastener:shall be a 2" long, 0.223" head diameter, 0.09Z, shank
diameter, corrosion resistant siding nall; the fasteners shall be spaced at 6'0.0. at panel edges
and intermediate studs; the fasteners shall be driven through the 5/8" thick 15 ply APA rated
plywood sheat:h lng into wood studs located at 16!'O.C-
Fasteners shall have a minimum edge dietar ce of 3/8" and a minimum clearance of 2" from
comers. i
Creator: E. Gonzales
HARDIEPANEL, CEMPANEL, PREVAIL PANEL
INSTALLATION DETAILS WOOD MID CONSTRUCTION
James Hardie Building Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
SIZE FSCM No
I
DVJG NO RW
A PNI--PL-K-SOFF I I
Dat6:412412013 I SHEET 1 OF 12
Famner Spacing per Florida
Building Code.Section 2322.3
F-
E
ft vxWji* with *tFkWid*
adWas Caft
A.-Vww No %-01WZ-
6.001n.
Fastener Spacing per Florida
Building Code Section 2322,3
M,OMCT REVISED PRODUCT RENEWED
S co"Wbing V/ft the Florida as complying with the Florida
B"adbv CO& Building CodeAceWA!xb No 13- 94 f " e7 NOA-Nb. 17-0406.06
E- Ir-tio- -05' 112022
L
Myal-Va d.cot ."tr.1
E113AM—INQ
NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED
WITH 3-112!' 16d COMMON NAILS (Z PER TOP AND
BOTTOM CONNECTION)
THE WALLAND SOFrJT FRAMESARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
NOMINAL 518" THICK/ 5 PLY APA RATED PLYWOOD
SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA
BUILDNG CODE SECTION 2322.3
ZAAMN-ci
THE PANP-L IS FASTENED WITH 2" LONG, 0,223" HEAD
DIAMETER, 0.092! SHANK DIAMETER, CORROSION
RIZS18TANT SIDING NAILS, PLACE NAILS 6" O.C. AT
PANEL EDGES AND INTERMEDIATE STUDS
C12dding
Framing
Sheathing
A.
6
S 0A
310NA
FOR METAL AND WOOD STUDS, PROVISIONS FOR OIAPHRAGM ACTION AND GRAVITY LOAD ARE
NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
I
WALL
iLIGHT
Lk Flovida
M,
PRODUCTRENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
WALL LENG"
Stud $Pacing at 16" O.G.
SEE Hardie?anelilti, Gernpanel(M, & 171'evaitS
DETAIL. A Panel Siding materials are nonasbestos
5/8" thick / 5 ply APA rated fiber -cement products tested in
plywood sheathing fastened accordanrae with ASTM C1 186 Grade 11,
to metal studs as described Typ e A and meeting the requirements of
eA'] in Note 1 the Florida Building Code,
f co-Wriff **h smidih i 4 % R, Nj.LQIMRNSWQM 0 11" COIL* Water -resistive
it Width Length Thickness
zpy of
No, barrier pet Florida 41 8,9,10' 5/161,
Bulld(ng Code
Section 1404.2 P_ 12 LqNY-R- 5; LtR Ei -13 tk Tj N_ S iSTATEFct \ .
y Installation Design Pressure
20ga, 3-5/8" X 1-6181. Metal Studs -104 psf
Metal C-stud
t0A- Impact Resistant — fill Hardieftnel,
Panel installed over 6/6" thick 5 plycompanel,
APA rated plywood sheathing
Nails at G" O.C. (typ.)
Prevail Panel
318" Minimum Edge Distance Siding
Sheathing fastener, as
described in Note 1.
Panel fastener, as described In
Note 2
HardiePanelTo Siding
wat r-reslstive barrier per
Norlda Building Code Section
1404,2
518" thick / 5 ply APA rated
plywood sheathing fastened
to metal studs as described
in Note 1.
Expiration RateO5101/2022 2098, 3-6/811X 1 518" Metal C-StUd
By
The wall and soffit frames are to be designed
Miaimi-,Dade Product Control by the Architect or Engineer of Record In
I Wrripliance with the Florida Building Code.
hone
All instagation shall be done In conformance with this Nodoer of Acceptance, the m8nufauturier's
installation recommendations, and the applicable sections of the Florida -Sullding Code.
Metal studs where HordlePariel, Cern panel, Prevail Panel Siding will be Installed shall be
designed by an Engineer or Architect per the Florida Building Code and the requirements of this
N.O.A
Note 11 W" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at Woo
at panel edges and all Intermediate supports using a No.6-18, 0.315" head diameter x 1-1/4" long
bugle head screw
The siding panels shall be installed over 518" thick / 5 ply APA rated plywood sheathing
supported by a minimum 20ga, Nominal 3-5118"X 1-5/8" Metal C-studs spaced a mayjmum of is"
O.C.
Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-518"
long* ribbed bugle head screw (or screw shall have at least 3 full threads penetrating.rnetal
framing); the fasteners shall be spaced at 6" O-C. at panel edges and Intermediate studv, the
fasteners shall be driven tbrough the 5/8" thick/ 5 ply APA rated plywood sheathing into metal
studs located at 16" O.C.
Fasteners shalt have a minimum edge distance of 3/8" and a minimum clearance of 2" from
corners.
Creator- E. Gonzales
HARDIEPANEL, CEMPANEL, PREVAIL PANEL
NSTALLATION DETAILS METAL STUD CONSTRUCTION
James Hardie Building Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
81ZE FSCM No DVr;. NO kEV
A PNL-PLK-SOFF
SCAL9 11TI 11-01. Date: 412412013 ISHEET 3 OP 12
6.001n.
t I I
I
6.001n.
PRODUCT RENEWED
as complying with the Florida
Building Code
4OA-No. 17-0406-06
teO5/01/2022 6.010in.
3y . -A-
viiaml e Product Control
PRODUCTRE)ILSM
0 cmoyba VA& ft Flblift
eh"me CAI&
7
Bmyi L, ,.
T
IZE Sr4J
Wiyi,* with FIM4,k
I - .. -
EmKNQ
NOMINAL 20 GAUGE X 1-5/8" STEEL STUDS IB" O.C.
FASTENED WITH 5/8'WAFER HEAD SCREWS (2 PER TOP
AND BOTTOM CONNECTION)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
1H C!
NOMINAL 518" THICK 15 PLY APA RATED PLYWOOD
SHEATHING To METAL STUDS AT 6" OC AT PANEL
EDGE$ AND ALL INTERMEDIATE SUPPORTS USING A
NO,8-18,0.315" HEAD DIAMETER X I_jW LONG BUGLE
HEAD SCREW
g=&t NGQL __
THE PANEL IS FASTENED WITH NO. 8-18,0.315!'HEAD
DIAMETER X 1-5/8' LONG CORROSION RESISTANT
RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT
LEAST 3 FULL THREADS PENETRATING THE METAL
FRAMINO), PLACE SCREWS 6" O.C. AT PANEL EDGES
AND INTtERM5-DIATE STUDS
6,001n.
Cladding
raming
Sheathing
141
1
t
STATE
ONA'
FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE
NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
REV
I
WALL
a
WALL LENGTH ------------ - ------------------- SM
at 16" O.C. 1) _:TPJ L A
j
3/4" Minimum
DLEIMUA
KIN1,101A.M11
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
Distance Nails at- I$"
Sheathing fastener, -as
described in Note I
Siding fastener, as
described in Note 2
HardiePlank,
ACemplank, Prevail
I_ap Siding
Water -resistive barrier
per Florida Building
Code Section 1404.P
518" thick 5 ply APA rated
pplywoo slywoodsheathing fastened
n a =rdance with Florida
Building Code Section
2322.3 1
Expiration Mate05 01/2022 2"X 4" S-P-F Wood Studs
The wall and soffit frames are to be designed
13Y #6 by the Architect or Engineer of Record InMlami-M
I
i)de Product Control
compliance with the Florida Building Code.
p RQDLLGI M qlk(RMLN
Hardle?lankG, Cemplank(l, &
PrevallO Plank Lap Siding materials
5/8" IN& 16 ply APA are nonasbestos fiber -cementtestedInaccordance withratedplywoodproducts
ASTM C1186 Grade 11, Type A and
sheathing in meeting the requirements of theaccordance %ith
Florida Building Code. Florida Building Code
Section 2322.3 PLA.NEL pjTAFNSIONS
Width _. icknWater-roilstive Length es s
barrierperFlorida 99-1/2' 12' 51161,
Building Code
Se ction 14042
211X4"S-P-F Installation Design Pressure
Wood Studs Wood Studs -92 psf
Lap Siding Impact Resistant -
muno planks Installed over 5/8" thick / 5 ply0NA, '
If
eC _\ 1 114"iall X 5/161, APA rated plywood sheathing
thick starter striP
N R A D
on
0
a ce o Accep
T
6
P
0 n
I - j Soil L
f
Flo id BI
e i for n with INonh rice, the manufacturersMintall '
nda Ins and he 8p Cable sect 0 9 the r aa01Inof
n will be instisaw`h 0 a P X, 01 mpla Prevail Lap Sidl g
t - mme tio Building Code. In t I I Ion re 0
0 od tud e H rdie la nstalled shall be designed by gin
r or r h itet per th 0 1 laing Cod d th requirements of this KOAEngineecenM05eane
Mate 11 518 , thi kj ply P t pj d s t I gs all attac eIc5AAmed00heahnhbehed to the studs in accordance
with Florida Building Code Sertion 2322.3.
11 with 1-1W widePlanksshallbeappliedhorizontallycommencingfromthebottomcourseofthewa
laps at the top of the plank such that the exposure area of each plank Is:5 8-`1MV'verhcaIIY,
Note 2] The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.092!' shank diameter,
corroslon-resistant siding nail; The siding is ftistened e 8-114!, O.c. vertically arid I&, O.C. horizontally;
fasteners are driven into wood studs through 5/8" thick / 5 ply APA rated plywood sheathing, fasteners
are placed In the overlapping area approximately 3/4' from the bottom edge of the overlapping plank
Vertical joints shall be placed over studs.
The planks shall be installed over 5/8" thick/ 5 ply APA rated plywood sheathing Supported by a
minimum of ZX4" S-P-F wood studs spaced a maximum of 16" O-C-
Fasteners shall have a minimurn edge distance of 31d'.
Creator. E. Gonzales
HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING
INSTALLATION DETAILS WOOD STUD CONSTRUCTION
SIZE! FSCM NO
A
SOALE
James Hardie Building Products, I nc.
10901 Elm Avenue
Fontana, CA 92337
IMG No R EV
PML-PI-K-SOFF I I
Date; 412412013 ISHEFT 5 OP 12
Fastener Spacing per Florida
Building Code Section 2S22.3 16 in. 0 Cladding
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
0.75in Expirailon DpteO5101/2022
By
Miamj-Whai Pro -duct Control
PROWCT REVLSM
ns cmnoying witb the Fkxi&
st6ldingCO&
A,-,vt,nmi,io
T BY
Mimei ?adc Product
MLNQ
NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED
WITH 3-112" 16d COMMON RAILS (2 PER TOP AND
BOTTOM CONNECTION)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
SHEATHING
NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD
SHEATH ING* FASTEN 50 IN ACCORDANCE WITH FLORIDA
BUILDING CODE SECTION 2322.3
9-&QDM-
PLANKS,OVERLAP 1-114"
THE EXPOSURE IS!58-1/4!'
THE PLANKS ARE FACE NAILED WITH 2-11T LONG, 0.223"
HEAD DIAMETER, 0.092" SHANK DtAMETER, CORROSION.
RESISTANT SIDING NA)LS,-PLACED 3W UP FROM THE
BOTTOM rzDGE OF THE PLANK AT EACH STUD LOCATIOIN
Fastener Spac ig per Florida
8ullding Code Section 2322.3
MIMES
Framing
Sheathing
121
C("P4 lyw* with lbe Floritu
00-MiDS C4)ft No.
STATE OF7
i nk Prodwil 0 c
ORI
FOR METAL AND WOOD STUDS, PRO\/1SIONS FOR DIAPHRAGM ACTnION LOAD ARE
NOT PART OF TH[S APPROVAL (MUST PROVIDE ALtERNATE PROVISIONS FOR THESE LOADS)
Phone:
A
HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING
INSTALLATION DETAILS WOOD STUD CONSTRUCTION
James Hardie Building Products, Inc,
10901 Elm Avenue
Fontana, CA 92:337
PNL-PLK-SOFF I i
WALL
Stud Spacing at 16" O 0.
i --- ----- ------
IGHT Daft
41
0 6 IAT F
nAiA;-
3/4' Minimum i- dge Distance Nails at %', U.C. (typ')
QJI T& A
Sheathing fastener, as
described in Note I
n 161.wWllyiN i vith UNA fky6ft
Sidinn fastener as
described in Not.
HardiePlank,
Cemplank,
Prevail Lap Siding
PRODUCT RENEWED
as complying with the Florida
8.11ding Code
NOA-No. 17-0406.06
Expiration
By
Water -resistive
barrier per Florida
Building Code
section 1404.2
618" thick 15 ply APA rated
plywood sheathing fastened to
metal studs as described in.
Note 1
05/01/2022 2Dgal 3-5/8"X 1-5/6' Metal C-StUd
The wall and soffit frames are to be designed
by the Architect or Engineer of Record Induct'd-o—ntrol complian Ice with the Florida Building Code.
SEE
DETAILA HardiePlankO, Cemplankg), and
8" thick 15 ply APA Prevaillii Plank [-qp Siding materials
I rated pWood are nonasbestos fiber -cement
sheathing Nstened products tested In accordance with
to metal studs as ASTIM C1 186 Grade 11, Type A and
described in Note I meeting the requirements of the
Florida Building CQde.
111aler-resistive
barrier per Florida PLAm4E_QL1qE N_S
Bullding Code Width Length Thickness
Section 1404.2 9-1/2' 12' 51161,
DESIGN ERQ SIJ E RA DNPMeta; C-stud
R ---
Installation Design Pressure
HardiePlank, k6r Metal Studs -92 psf
C emplank, Prevail
C 10 Lap Sldlng Impact Resistant -
1_1/4, tall X 5116" Planks Installed over 518" thick 15 ply
thick starter strip APA rated plywood sheathing
IAARRIEi&RK TLARK EPQk -,V&1L-LAUjQACLtRP!-A1,
All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation
recommendations, and the applicable sections of the Florida Building Code.
Metal studs where HardlePiank, Cemplank, Prevall Lap Siding will be installed shall be designed by an
Engineer or Architect per the Florida Building Code and the requirements of this N.0.&
Note 115/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oo at panel
edges and all intermediate supports using a No.8-18, 0.31 O'head diameter x 1-1/4" long bugle head screw
Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at
the top of the plank such that the exposure area of each plank Is:5 8-114' vertically.
INote 2) The siding fastener shall be a minimum No. 8-18, 0,316" head diameter X 2-1/4" ong* bugle head
screw over metal studs (*or screw $halll have -at least 3 full threads penetrating metal framing); ne siding is
fastened -- 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 5/8"
thick / 5 ply APA rated plywood sheathing,'fasteners are placed in the overlapping area approximately 3/4*
from the bottom edge ofthe overlapping planIc
Vertical joints shall be placed over studs.
The planks shall be Installed over 5/6'thick 15 ply APA rated plywood sheathing supported by a minimum
209a, Nominal 3-518" X 1-5/8" Metal C-studs spaced a maximum of 16' O.C.
Fasteners shall have a minimum edge distance of 3/8".
6.00in.
6.00in.
PRODUCT RENEWED
as complying with the Florida
Building Code
0.751n ;--
NOA-No. 17-0406.06 ------
f--Expiratio D te05/0112022
By
Mlaml-EfWFT-oduct Control
in "Wpplyilv WOO the Fhffid*
E W-k%* CO&
A.M.. r'.'
Emma
NOMINAL20 GAUGE3-5/B"X 1-5/8" STEELSTUDS 16"
O.C. FASTENED WITH 5/8" LONG RIBBED BUGI F HEAD
SCREWS (2 PER TOP AND BOTTOM CONNECTION)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD
SHEATHING TO METAL STUDS AT 8" OC AT -PANEL
EDGES AND ALL INTERMEDIATE SUPPORTS USING A
NO.8-18,0.315" HEAD DIAMETER X 1-1/4' LONG BUGLE
HEAD SCREW
jq-1m&Q-QW—Q
PLANKS OVERLAP 1-114'
THE EXPOSURE IS . 8-114"
K THE PLANKS ARE FASTENED WITH NO, 6-18, 0.315"
HEAD DIAMET15-R X 2-114" LONG CO RROSION-
RESISTANT RIBBED BUGLE HEAD SCRI WS (SCREW
SHALL HAVE AT LEAST 3 FULL THREADS
PENETRATING THE METAL FRAMING), PLACED 3/4!'UP
FROM THE B01-rOM EDGE OF THE- PLANK AT EACH
STUD LOCATION
In.
6 00in.oc
Cl8dding
Framing
0,
STATE OF
0 N' A
Sheathing
t
FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE
NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISION8 FOR THESE LOADS)
HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING
INSTALLATION DETAILS METAL STUD CONSTRUCTION
James Hardie Building Produats,-Inc.
10901 Elm Avenue
Fontana, CA 923:37
PSCM NO I DWG No
Fax 909-427-0634 A PNL-PLK-SOFF
Creator: E. Gonzales SCALE V M T-=T=Date: 4/24 =Zolas IEEEr 8 OF 12
WALL LENG-
Stud Spacing at 16" 0_C_
WALL
iEl HT
L:
318" Minimum
IXTALA
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
Expiration DpjeO6/()1/2022
k-
Nails at 4" O.0
Distance
offlt fastener, as
described in Note 1
HardleSoffit, Cemsoffit
BYM11rr!11-0a06 Product Control
Minimum 2" X 4" S-P-F Wood Studs
The wall and soffit frames are to be
designed by the Architect or
Engineer of Record In compliance
With the Florida Building Code.
SEE RRQQLn T-qEc91CRIFTLON.
DETAILA HardieSoffit(D & Cemsoffi* rnaterialsare
non2sbestos fiber -cement products tested in
accordance with ASTM C1 186 Grade 11, Type A
and meeting the requirements of the Florida
Building Code.
j_QJECLT PLIAEt4q P
2"X 4" S-P-F A,9
V'Jood Studs
Width Length ThIcKness
4 . a 114,
QF_r$ LQN_P_RM!_QjM_R&Tj_NA
Hardie&ffi Installafion Design Pressure
cemsoffit -Wood Studs -70 psf
PP -)PRODUCT REVISW KZ0DUCrREVV;M
MPIY* -ith the fjla to octuoying widA She Fla" CO&
owding
A40VUWow, No E5(plft" D ft
11Y
mi Pradtwdt Cr*_"Q
Al 21r-1, P4V
t
STATE OF
p
0 R 3 N
JAN-CLETAIL,$
All Installation shall be done In conformance With this Notice of Acceptance, the manufacturer's
installation recommendations, and the -applicable sections of the Florida Building Code.
Wood studs where HardleSoffit, Cernsoffit will be installed shall be designed by an Engineer or
Architect per the Florida Building Code and the requirements of this N.O.A.
The soffit shall be installed over minimum 2!X4PS-P-F w000 studs spaced a maximum of 16" O.C.
Note 11 The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter,
corrosion resistant siding nail; the fasteners shall be spaced at 4!'O.G. at panel edges and
intermediate studs.; the Msteners; shall be driven into wood studs located at 16" Ot.
Fasteners shall have a Minimum edge distance of 3/8" and a minimum clearance of 2" froni corners.
HARDIESOFFIT, CEIVISOFFIT PANEL
INSTALLATIO N DETAI LS WOO D STU D CO NSTRUCTION
James Hardle Building Products, Inc-
10001 Ulm Avenue
Fontana, CA 92337
Phone: 909-356-6300 SIZE FSCII Nc Mu NO
Fax 909-427-06 4 A PNL-PLK-SOFF
Creator: E. Gonzales SCALE 1/2" - 1.41 Date: 4124/2013 1 SHEET 9OF12
Cladding
rraming
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
Expiration DaleOS101/2022
By
4,00i Miami-1360-Product Control
PRObUL-C REVI S ED
ollyff
PRC)DUCTRE MM if
0 "WoYibg With 116C FWAA
awl" Co& - M-pl itq -ith 6ft Florida
Btilding cw: -
A=emm)-m 7
N 0. 0.
STATE Of
k
4!7
F RA M LN-Q
NOMINAL 2" X 4!'S-P-F WOOD STUDS 16" O.C. FASTENED
WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARECONNECTION)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE
WITH THE FLORIDA BUILDING CODE
THE SOFFIT 18 FASTENED WITH 2- LONG, 0.223" HEAD HARDIESOFFIT, CEMSOFFIT PANEL
DIAMETER, 0.092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION
RESISTANT SIDING NAILS, PLACE NAILS 4!'O.C. AT PANEL
EOGES AND INTERMEDIATE STUDS James Hardie Building Products, Itio.
10901 Elm Avenue
Fontana, CA,32337
Phone: 909-356-630Q S111 FSCMN0 DWG NO RFV
Fax 909-427-0634 A PNL-PLK-SOFF
Creator: E, Gonzales ISCAL2 V= 1'O" TDafe: 4124/2013 1 sHECT 100F.12
T
V ALL
HEIG fl
I ,
WAL.1- LENGTH
SEE
Stud Spacing -at 16" D.C. D ETAI L A
HardieSoffi* & Cemsoffi* materials
FA *--- I I are nonasbestos fiber -cement products
B
QI]Tj kl L-A
tested In accordance with, 'S
Grade 11, TypeA and meel 'IMn7------ -- — ----------
requirements of the Florida Building
PRODUCT RENEWED Code.
I as complying with the Florida
Building Code 20ga, 3-5/8"X 1-5t8"
NOA-No. 17-0406.06
Metal C-stud Width Length Thickness
05/01/2022Expiratio
HardieSoffit,
v' Cen=tfit
Miami-Dzfdo-Vr—oduct Eo—ntrol Installation Design Pressure
Nails at 6" O.C- (typ.)
318" Minimum Edge Distance
fastener, as
ribed in Note I
HardieSoffit, Cemsoffit
20ga, 3-518" 1 -6/8" Metal C-stud
LThe wall and soffit frames are to be
designed by the Architect or Engineer
of Record In compliance with the
Florida Building Code..
Metal Studs -55 gf
MODUCT RLVLSVL#
S coovlyipa VAW trA FIMOR
FA ccowpy* with Eke F%" 13ijilding Coft
amldft Q* 12
xwoftm No
Z STATE ()F
0
All installation shall be done in conformance with this Notice of Accept YM6*acturers
installation reciommendatlons, and the -applicable sections of the Florlds Buliding Code.
Metal studs where HardleSoffit, Cemsoffit will be installed shall be designed by an Engineer or
Architect per the Florida 13ulldIng Code and the requirements of this N.O.Al*
The soffit shall be installed over minimum 20ga, NomInal 3-518" X 1-5/8" Metal C-studs spaced
a maximum of,16!'O.C.
Note 1] The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4* fong*
ribbed bugle head screw ("or screw shall have at least 3 full threads penetrating metal
framing);the fasteners shall be spaced at 6" D.C. at panel edges and Intermediate studs; the
fasteners shall be driven Into metal studs located at 16" O.C.
Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of Z'from
comers.
HARDIESOFFIT, CEIVISOFFIT PANEL
INSTALLATION DETAILS METALSTUD CONSTRUCTION
James Hardie Building Produc;ts, Inc.
0
10901 F-Im Avenue1WFontana, CA 92337
Ihone: 909-356-6300 SIZE FX11 NO OMNO REV
Fax 909-A27-06-34 PNL-PLI<-SOFF
Creator-, E.. Gonzales SCALE' 112 - v-0,- Date! 412412013 1 SHERT 12
6,001n.
Cladding
Framing
6.001n.
PRODUCT RENEWED
pRtMCrREV1SE0
so conoyirq with the VZOM4 -PR("'%CTttL-NbW
as comp ing with the Florida ftkung C-4e "'OyVg wieb ft fwri& Building "lode Awe ptarm
17-0406.06 ')711 AwNOA-No. -07 1011
7
Expiration 05/01/2022
By By
PrO&VtComm,
Miami-DA Product Controldf
Z
Ss 0 g
NOMINAL 20 (3.AUGIE 3-518t'X 1-518" STEEL STUDS 1611 O.C.
FASTENED WITH 6/5"WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD S7UDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE
AND BOTTOM CONNECTION) - NOT PART OF THIS APPROVAL (MUST PROVIDIE ALTERNATE PROVISIONS FOR THESE LOADS)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
CLADDING HARDIESOFFIT, CEIVISOFFIT PANEL
IS FASTENED WITH NO. 8-16,0.315" HEAD
INSTALLATION DETAILS METAL -STUD CONSTRUCTIONDIAMETERX1-114' LONG CORROSION RESISTANT RIBBED
BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3
FULL THREADS PENE ' TRATING THE METAL FRAMING), PLACE James Hardie Building Products, Inc.
SCREWS 6'O.C. AT PANEL EDGES AND INTERMEDIATE 10961 P-Im Avenue
STUDS Fontana, CA 92337
Phone: 909-356-6300 SIM —MNO DWO No REV
Fw< 909-427-0634 A PNL-PLK-SOFF ITDalSHE5T12. Or 12Cre8tor: E, Gonzales SCALE Date: V2412013
PROJECT RIO-2689-17
ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE@ BRAND
FIBER -CEMENT PANELS TO WOOD FURRING SOLUTIONS
JAMES HARDIE BUILDING PRODUCTS, INC.
10901 ELM AVENUE
FONTANA, CA 92337
TABLE OF CONTENTS
COVER PAGE
EVALUATION SUBJECT
EVALUATION SCOPE
EVALUATION PURPOSE
REFERENCE REPORTS
TEST RESULTS
TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING
TABLE I B, ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREW AT 10" O.C.
JUSTIFICATION OF USING THE RESULTS ON LIGHT GAUGE STEEL FRAMING
DESIGN WIND LOAD PROCEDURES
TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p
TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B
TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C
TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D
TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING
PAGE
1
2
2
2
2
2
2
2
2
3
4
4
4
4
5-6
AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE NTH THE
REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 INTERNATIONAL BUILDING CODE.
PREPARED BY:
RONALD 1. OGAWA & ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
FLO?
a
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
M 714-292-2602; (F) 714-847-4595
PROJECT: RIO-2689-17
EVALUATION SUBJECT
HardiePaneIV Siding
James Hardie Product Trade Names covered in this evaluation:
HardiePane]O Siding, CempaneI8 Siding. Prevail- Panel Siding
EVALUATION SCOPE:
ASCE 7-10
2017 Florida Building Code
2015 International Building Code
2015 International Residential Code
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
EVALUATION PURPOSE:
This analysis is to determine the ma)dmunn design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood furringS on eitherwood
or metal framing with nails or screws.
REFERENCE REPORTS:
1. Intertek Report 102024363COO-001A, Transverse load test on HardiePanel.
TEST RESULTS:
Table la. Results of Transverse Load Testing
Frame Fastener Ultimate Allowable
Test Thickness Wdth Spacing Spacing Fastener Type Load Design Load2
Report Number Agency in.) in.) Frame Type' in.) in-) and Dimensions PSF) PSF) Failure Mode
102024363CDQ-ODIA Intertak 0.3125 48
2X4 wood stud, 3/4" thick by 16 6 No. 8 X 1.25' long X 0.323"HD
160.7 53.6 pull through /fracture3.5' wide SPF furring ribbed bugle head screws
102024363COO-001A Intertek 0.3125 48
2X4 wood stud. 314" thick by 16 8 No. 8 X 1.25' long X 0.323'HD
131.4 through3.5" wide SPF furring r1bbed bugle head screws - 43.8. pull
102024363COQ 001A In tertek 0.3125 48
2X4 wood stud. 314" thick by 16 12 No. 8 X 1.25'long X 0.323'HD
106.1 35.4 pull through
I 1 1 3.5' wide SPF furring ribbed bugle head screws
102024363COQ-001A Intertek 0.3125 48 2X4 wood stud, 3/4" thick by 16 6
0.090' shank X 0.215" HO x 1.5'
147.6 49-2 pull through /fracture3.5' wide SPF furring long ring shank nail
102024363COO-001A Interlek 0.3125 48
2X4 wood stud, 3/4" thick by
24 8 No. 8 X 1.25' long X 0.323' HD
82.7 27.6 pull through /fracture3.5'wide SPF furring ribbed bugle head screws
1 - Ail 1-iti- - u iri5i ied an furring wrihout penetration into the framing members.
2. Allowable load is determined from ultimate load divided by a factor of safety of 3.
3. HardiePanel Siding complies with ASTM C1 186, Standard Specification for Grade It, Type A Non -asbestos Fiber -Cement Flat Sheets -
Table 1 b. Analysis of Allowable Load for #8 Screw at 10" O.C.
8 Screw Spacing
Fastener Spacing (in. 8 12 10
Frame spacing (in.) 16 16 16
Fastener Tributary area (ft) 0.89 1.33 1.11IAllowableload (psf) 43.8 35.4 38.8
Individual fastener load (lb.) 38.9 A79 Aq 1 The fastener load for #8 screw at 10" D.C. was calculated as the average of the test results for 8" and 12" D.C.
The allowable load for #8 screw at the spacing of 10" D.C. into furring can be calculated by interpolating the results of same fastener at ir and 12" D.C., since both tests had same failure mode of
fastener pull through from the panels. As shown in the table, the allowable load for #8 screws installed at 10" D.C. to wood furring is 38.8 psf.
Justification of Using the Results on Light Gauge Steel Framing
In the subject configurations, all fasteners were attached to furring only, so whether the furring is attached to wood or steel framing does not affect panels' transverse load capacity. It's the project
engineer's responsibility to ensure the furring attachment and framing memebers to have sufficient load capacities-
110 0 cjGAWA
se
wc__ms`*
Z,0%
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
T) 714-292-2602; (F) 714-847-4595
PROJECT: RIO-2689-17 JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
DESIGN WIND LOAD PROCEDURES:
Fiber -cement siding transverse load capacity (wind load capacity) is deten-ninedvia compliance testing to transverse load national test standards. Via the transverse load testing an allowable design
load is determined based on a factor of safety of 3 applied to the ultimate test load.
Equation 1, c6=0.00256*K,*K,*K,-V' fref ASCE 7-10 equation 30.3-1)
q, velocity pressure at height z
K, velocity pressure exposure coefficient evaluated at height z
K,, topographic factor
Equation 2,
Kd wind directionallty, factor
V basic wind speed (3-second gust MPH) as determined from 2015 IBC Figures 1609.3(11), (2), or (3); ASCE 7-10 Figures 26.5-1A, 8, or C
V=V, fref 2015 IBC Section 1602.1 definitions)
V,,,, . ultimate design wind speeds (3-second gust MPH) determined from 2015 IBC Figures 1609-3(l), (2), or (3); ASCE 7-10 Figures 26.5-1A, B. or C
Equation 3, p=q'(GC,-GCpj) (ref ASCE 7-10 equation 30.6-1)
GCp product of external pressure coefficient and gust -effect factor
GCPj product of internal pressure coefficient and gust -effect factor
I p design pressure (PSF) for siding (allowable desgn load for siding)
To determine design pressure, substitute q, into Equation 3,
Equation 4, p=0.00256-K,-K,-V 2'(GC,-GCpiI
Allowable Stress Design, ASCE 7-10 Section 2.4. 1, load combination 7
E4uatlon 5, 0.6D - 0.6w fref. ASCE 7-10 section 2.4. 1, load combination 7)
D dead load
W wind load
To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4
Equation 6, p- = 0.6*[pj
Equation 7, P— = 0.6*10.00255-K,-K-Kd'V'-(GCp-GC,)I
Equation 7 is used to populate Table 3, 4, and 5.
To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V.,
Equation 8, Vi,, = (p,/0-6*0-00256*K*K*K,*(GC,-GC,,))"
Applicable to methods spedfied in Exceptions I through 3 of 2015 IBC Section 1609. 1. 1., to determine the allowable nominal design wind speed (Vasdl forHardie Siding in Table 6, apply the
conversion Formula below,
Equation 9, V. = V. fref. 2015 IBC Section 1609.3.1)
V_ Nominal design wind speed (3-second gust mph) fref 2015 IBC Section 1602. 1)
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
T) 714-292-2602; (F) 714-847-4595
PROJECT: RIO-2689-17
Table Z Coefficients and Constants used in Determining V and p,
K WaH Zme 5
Height (ft) Exp B Exp C Exp D K. K,, GC, GCj
0-15 0.7 0.85 1.03 h!;60 1 0.85 1.4 0.18
20 0.7 59 T- 58 1 0.85 1.4 0.18
25 0.7 0.94 1.12 1 0.85 1.4 0.18
30 0.7 0.98 76 1 0.85 1.4 0.18
35 0.73 1.01 7-19 1 1.4 0.18
40 1 0.76 1.04 1
0.8-5-
0.85 1.4 0.
45 0.7B5 1.065
1.22
4 1 0.85 1.4 0.18
50 0.81 1.09 1.27 1 8' 0.18
55 0.83 111 1.29 1 9N 1 tl 0.1.
60 0.85 1.13 1.31 1 0.85 1.4 0.18
100 0.99 1-26 1.43 1 h 60 1 0.85 1.8 078
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B,
nd Speed (3-second gust) 100 105 110 1 L5 __ 120 130 140 150 160 170 180 190 200 210
Height (ft) B a B a B B B a B B B B B
0-15 14.4 15.9 17-5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
20 14.4 15.9 17.5 19.1 20-8 24.4 28.3 3Z5 37.0 41.7 46.8-- 52A 57.8 63.7
25 14.4 159 17.6 191 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 45.8 52.1 57.8 63.7
35 15.1 15.6 18.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 66.4
40 15.Z 17-3 19.0 207 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 69.1
45 16.2 7.9 19.6 21.4 23.3 27.4 31 77 3 41-1 415.1]1 12.5 58.5 64.8 71.4
50
117.1
16.7 18.4 20.2 22.1 24.1 28.2 42.8 48 - 3 54.1 60.3 66.8 73.7
55 18.9 20.7 22.6 24.7 28.9 33.6 38.5 43.8 495 55.5 61.8 68.5 75.5
60 TITT- 1§'.3 21.2 23.2 25.2 29.6 34.4 39i5 494 9 5 .7 756 -B 7 5-3- 1 77.3
100 25.6 28.2 1 31.0 33.8 36.9 43.3 5 0.2 1 F 65.5, - 7440 82.9, 92.4 102.4 g1129
Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C,
nd Speed (3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210
Height (ft) C C C C C C C C C C G C C C
0-15 17.5 19.3 21.2 23.2 25.2 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 77.3
20 18.6 20.5 22.5 24.6 26.7 31-4 36.4 41.8 47.5 637 60.2 67.0 74.3 81.9
25 19.4 21.4 23.5 25.6 27.9 32-8 38.0 43.6 49.6 56.0 62. - 8 70.0 77.6 85.5
30 20.2 22.3 24.5 26.7 29.1 342 39.6 455 51 8 56.4 65.5 73.0 80.9 89.2
35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 53.3 602 57.5 75-2 83.3 91.9
40 21.5 23.7 26.0 28.4 30.9 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6
45 22-0 24.2 26.6 2
50 22.5 248 272 29.7 324 38.0 44,1 50.6 57.6 65.0 72-9 81.2 89.9 99.2
55 22.9 25.2 27.7 30.3 33. 38.7 44.9 51.5 58.6 66.2 74.2 91.6 101.-
60 23.3 25.7 28.2 30.8 33.6 39.4 45.7 5-2.4 59.7 67.4
23
75.5 84.1 93.2 102.8
100 32.6jig 35.9 39.4 43.1 46.9 55.0 63.8 . 73.3 B3.4 94.1 105.5 6 130.3 143.6_
Table 6, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D,
nd SDeed (3-second gust) 100 105 110 115 120 130 140 150 1 160 170 180 i90 200 210
Height (ft) D D D 0 D D D D D D D D D
0-15 21.2 23.4 25.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85.0 93.7
20 22.3 246 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 98.2
25 23.1 25.5 28.0 30 6 33.3 39.0 45.3 52.0 59.1 668 74.9 83.4 92.4 101.9
30 23.9 25.4 29.0 31.6 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 105,5
35 24 5 27.1 29.7 325 35.3 41.5 48.1 55.2 62.8 70.9 79.5 88.6 98.2 108.3
40 25.2 27.7 30.5 33.3 36.2 42.5 49.3 566 64.4 72.7 81.5 90.9 100.7 111.0
45 25.7 28.3 31.1 34.0 37.0 43.4 50.3 57.8 65.7 74.2 83.2 927 102.7 113.3
50 26.2 28.9 31.7 34.6 37.7 44.3 51.3 58.9 67.1 75-.7 84.9 94.6 104.8 115.5
55 26.6 29.3 32.2
7
35.2
35-7-
38.3
38.9-
45.0 52.2 59. 8 .1 76.9 86.2 116F 1 os. 117.4
60 27.0 29.8 Z2 45.7 53.0 60.9 19.2 7-8.1 87.6 11.6 108.1 119.2
100 37.0 40.8 44.7 48.9 53.2 62.5 72.6 7706-8 119.8 1 -133.4 1479 1630
Tables 3, 4, and 5 are based -on ASCE 7-10 and consistent with the 2015 IBC, 2015 IRC
A WA
9\1p,
t
1 '
4'vtf
11-""'
X 1 /"i ' 0 0
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
T) 714-292-2602: (F) 714-B47-4595
PROJECT: RIO-2689-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-885-542-7343
info@jameshardie.com
Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7-10 Chapter3O C&C Part I andPart 3)'
2015 ISC, 2017 FBC 2015 IBC, 2017 FBC
Allowable, Ultimate Allowable, Nominal
Design Wind, Speed, Design Wind, Speed,
V'..5' V_4.5'
3-second gust mph) 3-secand gust mph)
Applicable to methods
specified in 12015 IBC, Appllcabie to methods
2017 Faq Section specified in Exceptions I
16091A. as detemined by through 3 of 12015 IBC,
12015 IBC, 2017 FBCJ 2017 FBq Section
Mg.- 1609.3(1), (2), 1609.1.1.
3). Coefficients, -ad in Table 6 calculations for V.,
VIAnd exposure category Wind"exposure category Siding
Product
Minimum
Thickness
in.)
V%Adth
in.)
Fastener
Type
Fastener
Spacing
in.)
Frame Type
Stud
Spacing
in.)
Building
Height2.5
ft.)
B C D a C D
Alto abl.
Design Load
PsO Exp S Exp C Exp 0 K. K. GC, GC,
0-15 193 175 159 149 135 123 53.6 0.70 0.85 h,60 0 85 14 018
20 193 170 155 149 132 120 53.6 0.70 0.90
1.03
1.08
j_
1 0.85 1.4 0.18
HardiePaneM 5116 48
No. 8 X
1.25* long
X 0.323"
HD ribbed
bugle head
6" O.C.
into
furring
only
2X4 wood or
20 ga. steel
framing, 3/4'
thick by 3.5"
wide wood
16
25 193 166 152 149 129 118 53.6 0.70 0,94 1.12 1 1 C.B5 1.4 0.18
30 193 163 150 1 149 126 116 1 -536 0.70 0.98 1.16 L
1
0.85
o0.85
1.4
1.4
0.181
0.1835189160114814612411453.6 0.73 1.01 1 1.19
40 185 158 146 143 122 113 53.6 0.76 1.04 1. 2 1 0.85 1,4 0.18
45 172 150 140 133 116 108 53.6 0.88 1.15 I L 085 14 18
screws furring 50 179 154 143 139 120 111 53.6 0.81 1.09 127 1 OZ51 1.4 0.18
55 177 153 142 137 119 110 53.6 0.83 1,11 1.29 1 M0.85 1.4 0.18
60 IZ 152 141 135 117 log 53.6 o.85 1.13 1.31 1 0.85 1.4 TI-8
oo 514, 128 120 112 99 93 536 0,99 126 143 h>60 0.85 1.8 0.1811
0-15 174 158 144 135 122 1 Ill 1 -43.8 0.70 0.85 1.03 h 60 1 0.85 1.4 018
20 174 154 140 135 119 1 109 1 -43.8 0.70 0.90 1.08 1 0.85 1.4 018
HardiePanelO 5116 48
No- 8 X
1.25'iong
X 0.323'
HD ribbed
bugle head
screws
8"O.C.
into
furring
only
2X4 wood or
20 ga. steel
framing, 3/4"
thick by 3.5'
wide wood
furring 1.7.8
16
25 174 150 138 1 135 116 107 1 -43.8 0-70 0.94 1.12 1 85 1.4 0.18
30 174 147 135 135 114 105 43.8 0.70 0.98 1.16. 1855 1.4 0.18
35 171 145 134 132 112 103 43.8 173 1.01 1.19
L
1 0.85 1.4 0-18
40 167 143 132 129 ill 102 43.8 0.76 l.D4 1.22 1 0.85 1.4 0.18
45 164 141 131 127 109 101 43.8 0.79 1.07 L.25 0.115 1.4 0.18
50 162 140 129 125 108 100 43.8 0.81 1.09 1.27
L
1 21' 1.1 718
15 12 138 128 124 107 99 43.8 783 1.11 1.29 1
l
11 14 0.181
8 137 127 M 106 99 43.8 7-aT 1.13 1.31 1.4 0.18
100 131 116 101 90 43.8 0.99 126 1. 3 h,60 1 0.1551 1.810.18
0-15 164 149 135 127 115 105 38.8 0.70 0.85 1.03 hs60 1 0.851-1.410.18
20 164 145 132 127 1 1 2 102 0.70 0,90 1.08 1 0.85 1.4 0.18
HardiePanelS 5/16 48
No. 8 X
1.25"long
X 0-323"
HD ribbed
bugle head
screws
10"O.C,
into
furring
only
2X4 wood or
20 ga. steel
framing, 3/4'
thick by 3.5'
wide wood
furring "7"
16
25 164 141 130 127 110 loo
W.8
38.8 0.70 0-9L 1.12 1 0.115 1.4 D.18
30 164 139 127 127 107 99 38.8 0.70 1 0.98 1.16 1 0.65 1.4 0.18
35 161 136 126 124 106 97 38.8 0-73 1-01 1.19 1 0-85 1.4 71-8
40 157 134 124 122 1D4 96 38.8 0,76 1 04 1.22 1 0.85 1.4 0.18
45 155 133 123 120 103 95 38.8 O 79 1.07 1.25 085 14 018
50 152 131 122 IIB 102 - 94 38.8 0.81 1 09 1.27
L
1 0.85 1.4 U-18
55 151 13 121 117 101 94 38.8 O.a3 1.11 1.29 1 0 B5 1 4 0.18
129 120 115 100 93 38.8 0.85 1.13 1. 1 1 115t-4 17
100 123 95 M38*8 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18
0-15 157 142 129 121 110 100 35.4 0.70 0.85 1.03 hs6O 1 0.85 1-4 0.18
2G 157 138 126 121 107 98 35.4 0.70 0.90 1 08 1 0.85 1.4 0.18
HardiePanel& 5116 48
No. 8 X
1.25"iong
X 0.323"
HD ribbed
bugle head
screws
12"O.C.
into
furring
only
2X4 wood or
20 ga. steel
framing, 3/4*
thick by 3.5'
widewood
furring
16
25 157 135 124 121 105 96 35.4 0.70 0.94 1.12 085 14 118
30 157 132 122 121 103 94 35.4 0,70 0.98 1.16
L
1 O.B5 1.4 0.18
35 153 130 1 12 1 119 101 93 35.4 0.73 1.01 1AL 1 0.85 1.4 0.18
40 150 228 119 1 116 100 92 35.4- 0.76 1.04 1,22 1 0.85 1.4 0.18
45 148 127 117 115 98 1 35.4 0,79 1 '07 1 '25 1 0.115 1.4 0.18
50 146d44 125 116 113 97 0 35.4 081 1.09 1 71.27 1 0.85 1.4 0.18
55 1 124 115 ill 96 89 35 4 7- E-B3 1. 1 !1 1.29F 1 0.85 1.4 0.18
60 142 123 1141110 95 89 35A 0.85 I ':' 1 0.18
118 il91 0.18
N A
LU4j,
FLO
es S 10
RONALD 1. OGAWA ASSOCIATES, INC.
16635 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
M 714-292-2602; (F) 714-847-4595
PROJECT: RIO-2689-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
Alowable, Ultimate Allowable, Nominal
Design Wrid, Speed, Design Wind, Speed,
V'3. vi,.'-
3-second gust mph) 3-second gust mph)
Applicable to methods
specified in [2015 IBC, Applicable to methods
2017 FBC] Section specified in Exceptions I
1609.1.1.asdelerminedby thmugh3of[20151BC,
12015 IBC, 2017 FBq 2017 FBq Section
Figures 1609.3(l), (2), or 1609.1.1.
3). Coefficients used in Table 6 calculations for Vm
VAnd exposure category VIAnd exposure category Siding K
Product
Minimum
Thickness
in.)
Width
in.)
Fast ner
Type
Fastener
Spacing
in.)
Frame Type
Stud
Spacing
in.)
Building
Height
A) 1 1 1 1 4jjowble
Design Load
PsO Exp 8 Exp C Exp D
i
K, r. GC, GC
G-1 5 138 125 114 107 97 88 27.6 0.70 0.85 1.03 hcW 0.85 1.4 0.1 B
20 136 122 111 107 94 86 27.6 0.70 0.90 1.08
L
1 0,85 1.4 0.18
25 138 119 107 92 27.6 0.70 0.94 1 0.85 1.4 0.18
HardiePanelS 5/16 48
No. 8 X
1-25"long
X 0 323"
HD n . bbed
bugle head
screws
8" D.C.
into
furring
only
2X4 wood or
20 ga- steel
framing, 314*
thick by 3.5-
wide wood
furring
24
30 138 117 107 91 27.6 0.70 0.98
1-12]
1.16 1 0,85 1.4 0.18
35 135 115 105 9898 27.6 073 101 1.1 1 0X5 1.4 0.18
40 133 113 103 S888 27.6 0. 6 D4 1. 1 0.85 1,4 0.18
45 131 112 101 8 787 27.6 0.79 1.07 1 1 0.85 1.4 0.18
50 1209 ill 100 86 27-6 0.81 1.09 1.27 1 085 14 0.18
55 127 98 27.6 OZ3 1.11 1.29- 1 0-85 1.4 0.18
60 125 97 27.6 0.85 1.13 1.31 1 085 1.4 0.18
100 P121 27.6 0-99 1.26 1.43 ln 60 1 0.85 1.8 0.18
0-15 185 168 152 143 130 118 49 2 0.70 0.85 1.03 h 60 1 0.85 1.4 0.18
20 185 163 149 143 125 115 49 2 0.70 OM 1M 1 0.55 1.4 0.18
25 185 159 146 143 123 113 4 .2 0.70 0.94 112
HardiePanel& 5116 48
0.090,
shank X
0 215' HD
X" 1.5'long
ring shank
nail
6" ().C.
into
furring
only
2X4 Wood or
20 ga. steel
framing, 3/4'
thick by 3.5*
wide wood
furring 1""
16
1 S0.85 1.414 18018
30 185 156 143 143 Ill 492 0.70 098 1.16 1 081 1.4 0.18
35 181 154 142 140 1 9119 110 49 2 0.73 1.01 1.19 1 0.85 1.4 0.18
40 177 151 140 137 117 108 492 7 76 1.D4 7- 22 1 085 1-4 l) ' 0.18
45 174 150 138 135 116 107 49.2 0.79 107 1.25 1 011.5 1.4 O' 0.18
50 172 148 137 133 115 106 49.2 0.81 1.09 7 1 i0.85 1.4 0.18
55 170 147 136 131 114 105 49.2 0.83 1.11 1-29 0 85 1-4 0.18
60 168 145 135 130 113 105 4 .2 0.85 pl,2 61
0.85 1.4 0. L8_
100 139 123 115 107 95 89 49.2 1 0.99 1.43 h 60 1 1 0.851 1.81 0.18
i. t- umng ana crimern io structurai traming members or afternative turring wdtn snail de oesigned by an en gin.. r-
2. Building height = mean mot height (in feet) of a building, except that eave height shall be used for roof angle E) less than or equal to 100 (2-12 roof slope).
3. V = ultimate design wind speed.
4. V, = nominal design Wnd speed
S. Linear interpolation of building height ( 60 it) and wind speed is permitted.
6. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part I and Part 3: K ,=1, K,=0.85, GC,1.4 (h550), GC,1.8 (h,60), GC,--O.l 8.
7- Wood furring shalt be preservative treated per AWPA.
8. Wood furring shall be specific gravity of 042 or greater per AFPAINDS; or wood structural panel, confor-ning to DOC PS-1 or DOC PS-2 or APA PRP-1 08.
LIMITATIONS OF USE:
1) In High Velocity Hurricane Zones (HVHZ) install per Miami -Dade County Florida, NOA 17-0406.06
PROJECT RIO-2686-17
ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE@ BRAND
FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS
JAMES HARDIE BUILDING PRODUCTS, INC.
10901 ELM AVENUE
FONTANA, CA 92337
TABLE OF CONTENTS
PAGE
COVER PAGE 1
EVALUATION SUBJECT 2
EVALUATION SCOPE 2
EVALUATION PURPOSE 2
REFERENCE REPORTS 2
TEST RESULTS 3
TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3
TABLE 1 B, SHEAR VALUES 3
DESIGN WIND LOAD PROCEDURES 4
TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4
TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5
TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5
TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5
TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7
LIMITATIONS OF USE 7
AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN
COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND
THE 2015 INTERNATIONAL BUILDING CODE.
PREPARED BY:
RONALD 1. OGAWA &ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
111
1 1 If
101
RONALD 1. OGAWA ASSOCIATES, INC-
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
EVALUATION SUBJECT
HardiePanel@ Siding
James Hardie Product Trade Names covered in this evaluation:
HardiePanel& Siding, Cempanel& Siding, Prevail- Panel Siding
EVALUATION SCOPE:
ASCE 7-10
2017 Florida Building Code
2015 International Building CodeO
EVALUATION PURPOSE:
This analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood or metal framing
with nails or screws.
REFERENCE REPORTS:
1. Intertek Report 3067913 (ASTM C1 186) Material properties HardiePanel Siding
2. Ramtech Laboratories Report [C-127D-94 (ASTM E330) Transverse Load Test, 5116"Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches
on center with a 6d common galvanized nail
3. Ramtech Laboratories Report IC-1 271-94 (ASTM E330) Transverse Load Test. 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches
on center with a 6d common galvanized nail
4. Ramtech Laboratories, Inc. Report 10868-97/1475 (ASTM E330) Transverse Load Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 Wood studs
spaced at 16 inches an center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail
5. Ramtech Laboratories, Report IC-1 054-89 (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on
center with a No 8 X I in. long X 0.323 in head diameter ribbed bugle head screw
6. Ramtech Laboratories, Report IG-1055-89 (ASTM E330) Transverse Load Test 114" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 24 inches on
center with a No 8 X I in. long X 0.323 in head diameter ribbed bugle head screw
7. Ramtech Laboratories, Report I I 149-98/1554d (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24
inches on center with a ET&F 0. 100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener
8. Ramtech Laboratories Report IC-1 273-94 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding instalied'an 2X4 Hem -Fir wood studs spaced at 16 inches on
center with a 6d common galvanized nail
9. Ramtech Laboratories Report IC-1 274-94 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on
cerrierwith a 6d common galvanized nail
10. Ramtech Laboratories, Inc. Report 10868-9711475 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs
spaced at 16 inches an center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail
11. Ramtech Laboratories Report IC-1057-89 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem-Firwood studs spaced at 16 and 24
inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw
12. Ramtech Laboratories Report 11284-99/1580 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hern-FirwDod studs spaced at 16 and 24
inches on center with a ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 in, head diameter pin fastener
ID G A
J
STATE OF
68t
JAMES HARDIE BUILDING PRODUCTS, INC.
1-BBS-542-7343
info@jameshardie.com
TEST RESULTS:
Table I a, Results of Transverse Load Testing
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2686-17
Fastener spacing
r,,
Allowable
Frame Ultimate Design
Thickness Width Spacing Perimeter Field Load Load'
Report Number Test Agency in.) in.) Frame Type in.) Supports Supports Fastener Type PSF) PSF)
IC-1270-94 - Ramtech 0*3125 48 2X4 wood Hem -Fir 16 6 6 6d common 149
IC-1270-94 - Ramtech 0.3125 48 2X4 wood Hem -Fir 1-6 4 4 6d common
49.7
78.7
IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6
236
6d common 94 31.3
IC-1271-94 Ramtech 1 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 143 47.7
10868-9711475 Ramtech 0.3125 48 2X4 wood, SG 2t 0.36 16 4 8
4d, 0.091 in. shank X 0.225 in.
90 30.0
HD X 1.5 in. long ring shank nail
Min. No- 20 gauge X 3.625 in. X Min- No 8 X 1 in. long X 0.323 in
IC-1054-89 Ramtech 0.25 48
1.375 in metal stud
16 6 6 head diameter ribbed bugle 169.9 56.6
head screw
Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X 0.323 in
IC-1055-89 Ramtech 0.25 48
1.375 in metal stud
24 6 6 head diameter dbbed bugle 91.9 30.6
I I head screw
Min. No. 20 gauge X 3.625 in. X
ET&F 0. IGO irL knuded shank X
11 149-98/1554d Ramtech 0.3125 48
1,375 in metal stud
16 4 8 1.5 in. long X 0.25 in. head 170 56.7
ameter pin fastener
Min. No. 20 gauge X 3.625 in. X
ET&F 0.100 in. knufled shank X
11149-98/1554d Ramtech 0.3125 48
1.375 in metal stud
24 4 8 1.5 in. long X G.25 in. head 101 33.7
diameter pin fastener
1. Allowable Load is tne Ultimate Load divided by a Factor of safety of 3.
2. HardiePanel Siding complies with ASTM CI 186, Standard Specification for Grade //, 7ype A Non -asbestos Fiber -Cement Flat Sheets.
Table 1 b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Walls "'
Fastener spacing
in-,
Frame Ultimate Allowable
Thickness Width Spacing Perimeter Field Load 3 Load'
Report Number Test Agency in.) in.) Frame Type in.) Supports Supports Fastener Type pit) Of)
IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3
IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9
IC-1274-94 Ramtech 0.3125 48 ZX4 wood Hem -Fir 24 6 6 6d common 460.0 153.3
IC-1274-94 Ramterh 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5
1086B-97/1475 Ramterh 0.3125 48 2X4 wood, SG a 0.36 16 4 8
4d, 0.091 in. shank X 0.225 in.
595.4 198.5
HD X 1.5 in. long ring shank nail
Min. No. 20 gauge X 3.625 in. X Min. No 8 X I in. long X.P.323 in
IC-1057-89 Ramtech 0.25 48
1.375 in metal stud1 16 & 24 6 6 head diameter ribbed bugle 990.0 123.8
head screw
Min, No. 20 gauge X 3.625 in. X
ET&F 0.100 in. knurled shank X
11284-99/1580 Ramtech 0.3125 48
1.375 in metal stud
16 4 8 1.5 in. long X 0.25 in. head 1227.0 153.4
diameter pin fastener
Min. No. 20 gauge X 3.625 in. X
ET&F 0. 100 in. knurled shank X
11284-9911580 Ramtech 0.3125 48
1.375 in metal stud
24 4 8 1.5 in. long X 0.25 in. head 1060.0 132.5
1 1 diameter pin fastener
1. Aj Doaro eages snaii De supportea Dy Traming. Faneis snail be applied With the long dimension either parallel or perpendicular to studs.
2. The mayumurn height4o4ength ratio for construction in this Table is 2:1. 1
3. In the steel framed assemblies the allowable load is based on the average load at 1/8 inch net deflection. OGA
X .......... -I.
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie-com
DESIGN WIND LOAD PROCEDURES:
Fiber -cement siding transverse load capacity (wind load rapacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable
design load is determined based on a factor of safety of 3 applied to the ultimate test load.
Since the allowable design load is based on factor of safety of 3, allowable design loads on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and
therefore should be used with combination loading equations for Allowable Stress Design (ASD).
By using the combination loading equations for Allowable Stress Design (ASD), the tested allowable design loads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7-
10 Figure 26.5-1 A, Figure 26.5-1 B, and Figure 26.5-1 C.
For this analysis, to calculate the pressures in Tables 3, 4, and 5, the load combination will be in accordance with ASCE 7-10 Section 2.4 combining nominalloads using allowable stress design ,
load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure.
Equation 1, %=0.0025VK,-X-K,-P fref, ASCE 7-10 equation 30.3-1)
q2 velocity pressure at height z
K, velocity pressure exposure coefficient evaluated at height z
K,, topographic factor
Kd , wind directionality, factor
V , basic wind speed (3-second gust MPH) as determined from [2015 IBC, 2017 FBC] Figures 1609.3(l), (2), or (3),- ASCE 7-10 Figures 26.5-1A, B,
or C
Equation Z
V=Vuk fref. 2015 IBC & 2017 FBC Section 1602.1 definitions)
Vuu , ultimate design wind speeds (3-second gust MPH) determined from 12015 IBC, 2017 FBC] Figures 1609.3(l), (2), or (3); ASCE 7-10 Figures
26.5-1 A, 8, or C
Equation 3, p=q,*(GC,-GC,) (ref ASCE 7-10 equation 306-1)
GCP product of external pressure coefficient and gust -effect factor
GC,j product of internal pressure coefficient and gust -effect factor
p design pressure (PSF) for siding (allowable desgn load for siding)
To determine design pressure, substitute q. into Equation 3,
Equation 4, p=0.00256-K K'Kd'\,4(GcrGCpi)
Allowable Stress Design, ASCE 7-10 Section 2.4- 1, load combination 7
Equation 5, 0.6D + 0.6W fref. ASCE 7-10 section 2.4. 1, load combination 7)
D deadload
W , wind load
To determine the Allowable Stress Design Pressure, apply the load thctor for W (wind) from Equation 4 to p (design pressure) determined from equation 4
Equation 6, p..d = 0.6*[p]
Equation 7, 1p d = 0.6*[0.00256*K,'K-K,'V,,2'(GCP-Gcpi)I
Equation 7 is used to populate Table 3, 4, and 5.
To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V.,
Equation 8, V, = (p.,10.6*0.00256-K,-K-K,(GC,-GCpi))"
Applicable to methods specified in Exceptions I through 3 of[2015 IBC, 2017 FBC) Section 1609. 1. 1-, to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table
6, apply the conversion formula below,
Equation 9, V, = V. - (0.6)0" fref 2015 IBC & 2017 FBC Section 1609.3. 1j
V, , Nominal design wind speed (3-second gust mph) fret 2015IBC&2017FBCSec brtiog,4.ffl"'"",o,.
Table 2, Coefficients and Constants -used in Determining V and p,
K Wall Zone 5
Height (ft) Exp B Exp C Exp D K. Kd GC, GCO
0-15 0.7 0.85 1.03 h:560
1
0.95 1.4 0.18
20 0.7 0.9 7- 08
1
1 0.85 1.4 0.18
25 0.7 F9 -4 T. 1-2 1 0,85 1.4 0.18
30 0.7 0.98 1.16 1 0.85 1.4 0.18
35 0.73 1.01 1.19 1 0.85 1.4 0.18
40 0.76 1.04 1.22 1 1 1 0.85 1 -1.4 1 0.1
45 ----0.785 1.065 1.2451 1 1 1 0.85 1 -1.4 0.18
50 0.81 1.09 1.27 1 0.
55 0.83 1.11 1.29 1 0.85 1.4 0.18
50 0.85 1.13 131 1 0.85 1.41 0.113
100 0.99 1.26 1.43 1 h160 f 1 0.85 1.8 0.18
VOGAW4
zv I'ju.
0% STAVT,
0 -
RONALD 1. OGAWA ASSOCIATES, IN C-
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RJO-26M17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B,
Wind Speed (3-second gust) 100 105 110 115 120 1 130 140 150 1 160 170 ISO 190 200 210
Height (ft) 8 B B B 6 a B B B B B 8 B B
G-15 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
20 14.4 15.9 17.5 19.1 20,8 24.4 28.3 32.5 37.0 41.7 46.8 52A 57.8 63.7
25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
35 15.1 16.6 18.2 19.9 21.7 25.4 29 5 33.9 38.6 T3-5 Z.8 54A 60.2 66.4
40 1 -15.7 1 -17.3 19.0 20.7 22.6 26.5 30-.7 40.1 45.3 50.8 56.6 62.7 69.1
45 16.2 17.9 19.6 21.4 23.3 27.4 31.7
35.3
36A 41.5 46.8 52.5 1 -58.5 1 -64.8 1 -7T-4
50 16.7 18.4 20.2 22.11-24.1 28.2 32 3.1 60.3 1 73.7
55 17A 18-9 20.7 22.6 24.7 28.9 6 3 63
1
F;1 R 1 1.9N 1 71.1
60 1 19.3 21.2 237 2-5.2 2-9.6 34.4 39.5 44.9 63.3
100 25.6 28.2 31.0 33.8 36.9 43.3 50.2 57.6 6-1, --i 74 D 1 8-
Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C,
Wind Speed (3-second gust) 100 105 110 115 120 1 130 140 150 160 170 180 190 2DO 210
Height (ft) C C C C C C C C C C C C C C
0-15 17.5 19.3 21.2 23.2 25.2 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 77.3
20 18.6 20.5 22.5 24.6 26.7 31.4 36.4 41.8 47.5 53.7 60.2 670 74.3 81.9
25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43,6 49.6 56.0 62.8 70.0 77.6 85.5
30 20.2 22.3 24.5 26.7 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 89.2
35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 53.3 60.2 67.5 75.2 83.3 91.9
40 21.5 23.7 26.0 28.4 30.9 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6
45 22.0 24.2 1 -26.6 1-29.1 31.6 37.1 43.1 49.4 512 2 5 1 2 3 91.1
22.5 24 8 27.2 29.7 32.4 38.0 44.1 50.6 5 91t U 9 9.2
55 22.9
7-23 -3
25.2
2-5T-
27.7 30.3 33.0 38.7 44.9 51.5 58.6 66.2 74. 82.7 9A 1 01.0607f8-2 30.8 33.6 39.4 5.7---72.4 79-7 67.4 75.5M 84.1 9521 1-11.1
100 32.6 -- 35.9 39.4 43.1 46.9 55.0 63.8 73.3 834 94.1 105.5 117.61
Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D,
Wind Speed (3-serond gust) 100 105 110 115 120 130 140 150 160 170 180 190 2DO 210
Height (ft) D D D D D D D D D D D D D 5-
0-15 21.2 23.4 25.7 28.1 30 6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85.0 93.7
20 223 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 139.1 98.2
25 23.1 28.0 3b.6 33.3 39.0 45.3 52.0 59.1 668 74.9 83.4 92.4 101.9
30 23.9
25.5
25.4 29.0 31.6 34.5 40.4 46.9 53.8 61.3 692 77.5 86.4 95.7 105.5
35 24.5 27.1 29.7 32.6 35.3 41.5 48.1 5-5.2 62.8 79.5 88.6 98.2 108.3
40 1 -25.2 1 -27.7 30.5 33.3 36.2, 42.5 49.3 56.5 64.4
70.9
72.7 81.5 90.9 100.7 111.0
45 25.7 28.3 31.1 34.0 37.01 43.4 1 -50.3 -T 57.8 1 -65.7 1 -74.2 1 -83.2 92.7 102.
71
113.3
50 26.2 2&9 g 37.7 44.3 1.3 58.9 67.1 753 84.9 94.6 1048 11.17
55 26.6
7-27 -0
29.3
72-9.8
2.2 3 .2 38.3 45.0 52.2 59.9 i -68.1 76.9 i -86.2 996.1 106 1174
60 7T2-7 735.7 38.9 45. 7 b 3-U I -W-8 6 1.Z tb.1 b 1.b 91.5
100 37.0 40.8 44.7 48.9 53.2 62.5 1 -72.5 1 4
Tables 3. 4, and 5 are based on ASCE 7-10 and consistent Wth the 2015 IBC, 2015 IRC and the 2017 Florida Building Code
7
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-&47-4595 FAX
PROJECT- RIO-2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343 161
info@jameshardie.com )GAW,4
Table 6, Allowable Wind Speed (mph) for HardlePanel Siding (Analytical Method in ASCE 7-10 Chapter30 CSC Part 1 andPart 73)
2015 18C, 2017 FBC 2015 IBC, 2017 FBC
Sim OF :
SIONNN-
1 Coefficients used in Table 6 calculations for V
Allowable, Ultimate
Design Wind, Speed,
Viift4,6'
3-second gust mph)
Allowable, Nominal
Design Wind, Speed,
V d 5.6,
3-second gust mph)
Applicable to methods
specified in [2015 113C.
2017 FBC] Section
1609.1.1. as determined by
Figures 1609.3(l),(2), or
3).
Applicable to methods
specified in Exceptions 1
through 3 of [2015 18C,
2017 FBC] Section
Wind exposure category Wind exposure category Siding K
Product
Product
Thickness
inches)
Width
inches)
Fastener
Type
Fastener
Spacing
Frame
Type
Stud
Sparing
inches)
Building
Height3.7
feet)
B G D B
I
C D
Alloable
Design
Lozid
PSF) Exp B Exio C Exp D K. K. GC,, GC,
HardiePanelg 5/16 48
6d
common
6
2X4
wood
Hern-Fir
16
0-15 186 168 153 144 130 118 49.7 0.7 0.85 1.03 hS60 1 Q.a51 1.41 0.18
20 186 164 149 144 127 116 49.7 0.7 0.9 08 1 0.85 1.4 0.18
25 186 160 147 144 124 114 49.7 0,7 0.94 1.12 1 0.85 1.4 0.18
30 186 157 144 1 " 121 112 49.7 07 0.98 1AS I OA5 1-4 0.18
35 182 154 142 141 120 110 49.7 0.73 1.01 1.19 1 0.85 1.4 0.18
40 178 152 141 138 118 109 49.7 076 1 _ TE- 1 0.05 1.4 0.18
4T' 175 150 139 136 117 108 49.7 0.7a5 75E 72 F 1 0.85 1.4 018
50 172 149 138 134 115 107 49,7 0.81 l.D9 1.27 1 0.a5 1-4 0.18
55 170 147 137 132 114 106 491 0.133 1.11 1*29 1 10-851-1. 0.18
60 168 146 136 130 113 105 49.7 0.85 1.13 1.31 1 1 10.851-1.4 0.18
100 139 124 116 108 96 90 49.7 0.99 1.26 1.43 h>60 1 0.851-1.8 0.18
HardiePaneig 5/16 48
6d
common
4
2X4
wood
Hem -Fir
16
3-15 233 212 192 181 164 149 78.7 0.7_ 0.85 1.03 hs60 1 G.a5 1.4 0.18
20 233 206 188 181 159 146 78.7 0.7 0.9 1.08 1 0.85 1.4 0.18
25 233 201 185 181 156 143 78.7 0.7 0,94 112 1 0.85 1.4 0.18
30 233 197 181 181 _153 140 0.7 098 1.16 1 7-8-5- 71.4 0.18
35 229 194 179 1 177 151 139
78.7
78.7 0.73 1.01 1 0.85 1.4 0.18
40 224 192 177 1 174 148 137 78.7 0.76 1.04
1.19
1. F27 1 0.85 1.4 o.18
45 220 189
7
175 171 147 136 78.7 0,785 1.065 1.245 1 0.85 1.4 0.15,
50 217 ii 173 168 145 134 1 -78.7 0.81 1.09 j 127 1 0.85,-1.4 0.18
55 214 185 172
T7
166 144 133 78.7 0.63 1,11 1 1.29 0.851-1-4 0.18
184 1 164 142 132 78--7 6. E 1.13 1 1.31 1+ 0.851-1.4 0183
155 146 136 120 113 78-7 0.99 1-26 I.L3_ h 60 L 85 1.8 0.18
HardiePanel& 5/16 48
6d
common
6
2X4
wood
Hem -Fir
24
0-15 147 134
30-
121 114 103 94 3U 0.7 0.85 1.03 lh 60 1
L_
085 1.4 0.18
20 147 1-19 114 lot- 92 31.3 0.7 0.9 1.08 1 0.85 1.4 0.18
25 147 127 116 114 98 90 31.3 0.7 0.94 1.12 1 G.S5 1.4 0.18
30 147 124 114 114 96 89 31.3 0.7 0.98 1.15 1 1.41 0.181
35 144 123 113 112 95 1 87 1 31.3 0.73 1.01 1.19 1 0.85 14 0.18
40 141 121 112 109 94 86 313 0.76 I.D4 1. 1 0.85 1.4 0.18
45 139 119 110 108 92 86 31.3 0.785 1055, 1.245 1N0.
85
0.85 1.4 0.18
50 137 118 106 91 313 D.Bl 1.09 127 1 085 1.4 0,18
13 5 117 lo5 91 31.3 D.83 1.11 1 1-29 1 0.851-1.4 0.18
116 103 9() 31.3 B5 0.85 1-4 0.18
100 ill 86 31.3 0.99 126 1.43 h,60 1 0,851-1.8 0.18
HardiePane]O 5/16 48
6d
common
4
2X4
wood
Hern-Fir
24
0-15 182 165 150 141 128 116 47.7 1 7 D.B5 1.03 h;ao I o.a5l 1.4, o.18
20 182 160
T5_7
146 141 124 113 47.7 0.7 0.9 1.08 1 O 851 1.4 1 0.18
25 182 144 141 121 111 47.7 0.7 0.94 1.12 1 0.85 1.4 0).'-' 118
30 182 154 141 141 119 1D9 47.7 0.7 0.98 1.16 1 0.85 1-4 0.18
35 178 151 139 138 117 108 47.7 0.73 1-Di 1.19 1 0.85 1.4 0,18
40 174 149 138 135 116 107 47.7 0.76 1.D4 1.22 1 0.85 1.4 01. 0-18
45 172 147 136 133 114 106 47.7 0.785, I.D55, 1-245 1 0-85 1.4 0.18
50 169 146 135 131 113 105 47.7 0.81 I.D9 1.27 1 0.85 1.4 01
IK 144 134 129 112 104 0.83 1.11 1. T9 1 0.115 1 A 0.18
W E5 1 143 133 128 111 103
47.7
47.7 0.85 1.13 1.31 1 13.85, 1.4 0.18
100 137 1 121 114 106 94 88 47.7 099 126 1.43 h>60 1 0.851-1.8 0.18
HardiePane]5 5/16 48
4d, 0.091
in. shank X
0.225 in.
HD X 1.5
in. long ring
shank nail
4 edge
8 field
2X4
wood
SGZ,.0.36
16
0_15 144 131 119 112 101 92 30.0 0.7 D.B5 1.03 hS60 1 0-851-1.4 0.18
20 144 127 116 112 98 90 30.0 0.7 0.9 1.08 1 0.851-1.4 0.18
25 144 124 114 112 96 88 30.0 0.7 0.94 1.12 1 0.85 1.4 0.18
30 144 122 112 112 94 87 30.0 0.7 , 0.98 1.16 7 0.85 774 0.18,
35 141 120 111 1 109 93 86 30.0 0.7L3 1.01 1.19 1 0.85 1.4 D.18
40 138 107 92 30.0 0.76 1.22 1 0.85 1.4 0.18
45 136 117 105 91 30.0 0785 1.066 1.245 1 0.85 1.4 r-1,4
0.18
50 34 116 104 89 30.0 081 El.
D4
1.09 U70 085 1.4 0.18
55 132 114 103 89 30.0 0.83 1.111, 1.29 1 0.85 0,16
60 131 113 101 88 30.0 0.85 113 1.31 1 0.85 1.4 6 _1B
t 1 3
1
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
I-BBB-542-7343
info@jameshardie.com
2015 IBC, 2017 FBC 2015 IBC, 2017 FBC
Allowable, Ultimate Allowable, Nominal
Design Wind, Speed, Design Wind, Speed,
V"4'15. V.2.6.
3-second gust mph) a -second gust mph)
Applicable to methods
App licable to methods
specified in 12015 IBC I specified in Exceptions 1
2017 FBC) Section
thmugh 3 of f2015 IBC, 1609-1.1. as determined by
2017 FBC] Section
Figures 1609.3(1),(2), or
1609.1.1.
3). Coefficients used in Table 6 calculations for V.,,
j-V1r-,ndM-p..u,e category Wind exposure category Siding
Product Stud Building Allowable
Product Thickness Width Fastener Fastener Frame Spacing HeigW" B C D B D
Design
inches)
inches) Type Spacing Type
inches) feet)
Load
PSF) Exp B Exp C Exp D 11 K I GC' GCj
0-16 198 180 163 163 139 125 56.6 0.7 0.85 1.03 hs60 1 0.851-1.4 0.18
20 198 175 159 153 135 123 56.6 0.7 0.9 1.08 1 0.851-1.4 0,18Min. No 8 X
25 198 171 157 153 132 121 66.6 0.7 0.94 1.12 1 0-851-1.4 0.181
1 in. long X
Min. No.
30 19B 167 154 153 130 119 56.6 0.7 0.98 1.15 0.85 1.4 0.18
0.323 in 20 ga.
35 194 165 152 150 128 118 56.6 0.73 1.01 1.19
1
1 0.85 1.4 0.18head33millX
40 190 162 150 147 126 1`16 56.6 0.75 1.04 1.22 1 0.85 1.4 0.18HardiePanel(D 114 48 diameter 6 3.625 in, 16
45 187 161 148 145 124 115 566 0.785 1.065 1.245 0.85 1.4 CAB
ribbed
X 1.375
50 184 159 147 143 123 1 114 56.6 0.81 1.09 1.27
L
1 0.85 1-4 0.18buglehead
in metal
55 182 167 146 141 122 113 56.6 O 83 1.11 1-29 1 O.a5 1.4 0.18
scre4
stud
60 180 156 145 139 121 112 56.6 0.85 1.13 1.31 1 0.85 1.4 018
100 149 132 124 115 102: 96- 55.6 0.99- 125 1.43 h>50 1 0:85 1-1:13 , 0:18
0-15 146 132 120 113 102 93 30.6 0.7 0.85 1.03 hs50 1 0.85 1.4 0.18
Min. No 8 X
20 146 128 117 113 99 91 30.6 0.7 0.9 1.08 1 0.85 1.4 0.18
25 146 126 115 113 97 89 30.6 0.7 0.94 1.12 1 0.85 1.4 DAT
I in. long X
Min. No.
30 146 123 113 113 95 88 30.6 0.7 0.98 1.16 1 F.- 85 1.4 C718
0.323 in 20 ga.
35 143 121 112 110 94 86 30.6 0.73 1.01 1.97 1 CA5 1.4 0.18
head
33 mil) X
40 140 119 Ila 108 93 85 30.6 0.76 1 04 1.22 1 0.85 1.4 0.18HardiePanel@11448
diameter
6 3,625 in. 24
45 137 118 106 91 30.6 0.785 I.D65 1.245 1 0.85 1.4 0.18. ribbed X 1.375
50 117 105 90 30.6 0.81 1.09 1.27 1 0.85 1.4 0-18
bugle head
in metal
55 134 116 104 90 30.6 0.83 1.11 I i 0.851 1.4 7-18-
screv
stud
60 132 115 102 89 30.6 0.85 1.13
L29
1.31 1 10.851 1.4 0-18
100 30.6 0.99 1.26 1.43 h>50 1 0.851-1.8 0-18
ET&F
0-15 198 180 163 153 139 127 56.7 0.7 0.85 1.03 hs6D 0.115 1.4 018
20 198 175 160 153 135 124 567 0.7 0.9 1.08
L
1 0.85 1-4 0.18
0. 100 in.
knurled
Min. No. 25 198 171 157 153 132 121 56.7 0.7 0.94 1.12 1 1.4 0 18
30 198 167 154 153 130 119 56.7 0.7 0.98 1.16 1 0.85 1-4, 018,
shank X 20 ga.
35 194 165 152 150 128 118 56.7 0.73 1.01 1 1.19 1 0.85 1.4 0.181.5 in. long 4 edge 33 mil) X
40 190 163 150 147 126 116 56.7 0.75 1.04 1.22 1 0.85 1-4 0.18HardiaPanel& 5116 48
X 0.25 in. 8 field 3.625 in. 16
45 187 161 149 145 124 115 56.7 0385 1.065 1.245 1 0.85 1.4 U. 1-8
head X 1.375
50 184 159 147 143 123 114 56.7 0.131 1.09 1 27 1 0.8 1.4 0.18
diameter
in metal
55 182 157 146 141 122 113 56.7 083 1.11 1.29 1 O.a5 1.4 0.18stud
pin
fastenel-2 60 180 156 145 139 121 112 56.7 0.85 113 1.31 1 0.85 1.4 0.18
100 149 132 124 115 102 96 56.7 0.99 1.26 1.43 h>60 1 0.851-1.8 0.18111
0-15 153 139 126 118 107 98 33.7 0.7 0.85 1.03 h:550 1 0.851-1.41 0.18ET&F
0. 100 in.
2D 153 135 123 118 104 95 33.7 0.7 0.9 , 1.08 1 0.a5j 1.4 1 0.18
25 153 132 121 118 102 94 33.7 0.7 0.94 1.12 1 0.85 1A 0.18
knurled
Min. No.
30 153 129 119 118 100 92 33.7 0.7 0.98 1.16 1 0.851 1.4 10.18shankX20ga.
35 150 127 117 116 99 91 33.7 0.73 1.01 1.19 1 0.85 1.4 0.181.5 in. long 4 edge 33 mil) X
40 147 125 116 114 97 90 33.7 0.76 1 1)4 1.22 1 0-85 1.4 018HardiePanelO5/16 48
X 0.25 in. 8 field 3.625 in. 24
45 144 124 115 112 96 89 33.7 0.795 I.D65 1.245 1 0.85 1.4 0.18
head
X 1 375
50 142 122 113 110 95 88 33.7 0.81 1.09 1.27 1 0.85 1.4 0.18
diameter in metal
55 140 121 113 109 4
93
87 33.7 093 111 129 1 0.85 1.4 0.18stud
pin
fastener2 60 139 120 112 107 t 87 33 7 085 113 L'i 1 0.85 1.4- 77
100 115 E 33!7 0!99 1 ii wo I M. 1.8 0j8
1. 6crews shall penetrate the metal traming at least three full threads.
2. Knurled shank pins shall penetrate the metal framing at least 114 inch.
3. Building height = mean roof height (in feet) of a building, except that eave height shall be used for roof angle 0 less than or equal to 10* (2-12 roof
4. V,& = ultimate design wind speed
5. V.., = nominal design wind speed
6. Linear interpolation of building height (s 60 it) and wind speed is permitted.
7. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part I and Part 3: K=I, K=0.85, GC,=-1.4 (h560), GCp'
LIMITATIONS OF USE:
I) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested-
2) In High Velocity Hurricane Zones (HVHZ) install per Miamim-Dade County Florida, NOA 17-0406.06
IR'..' ...........
E NA'S-
Y.
C"TI-= 4Z7
ie"
T -
i'ON
Florida Building Code Online Page I of 2
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
N
Alpha Aluminum, Inc.
1710 Premier Row
Orlando, FL 32809
407) 509-2008
alphaaluminuminc@yahoo.com
Luis Lomas
rllomas@lrlomaspe.com
Panel Walls
Soffits
Evaluation Report from a Florida Registered Architect or a
Licensed Florida Professional Engineer
El Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed the Luis R. Lomas
Evaluation Report
Florida License PE-62514
Quality Assurance Entity Keystone Certifications, Inc.
Quality Assurance Contract Expiration Date 07/30/2023
Validated By Steven M. Urich, PE
11 Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
FL16544 R3 COI FLCOI.odf
Standard
ASTM E330
Year
2002
EZI affirm that there are no changes in the new Florida Building
Code which affect my product(s) and my product(s) are in
compliance with the new Florida Building Code.
Documentation from approved Evaluation or Validation Entity 0 Yes Q No 0 N/A
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqvqqu2w/2b... 11/15/2018
Florida Building Code Online Page 2 of 22n
FL16544 R3 COC FL16544-R3-COMP.pd
Product Approval Method Method I Option D
Date Submitted 01/12/2018
Date Validated 01/12/2018
Date Pending FBC Approval
Date Approved 01/14/2018
Summary of Products
r- I
FL # Model, Number or Name Description
16544.1 Alpha Aluminum Solid & Vented Alpha Aluminum Solid & Vented Aluminum Soffit/ CMU &
Aluminum Soffit/ CMU & Wood Wood
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL16544 R3 IT 08-02198A.r)df
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO INSTALLATION INSTRUCTIONS FOR FL16544 R3 AE 512914A.Ipd
DESIGN PRESSURE RATINGS. Created by Independent Third Party: Yes
F- T 1 F - -- '
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824
The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen _::_Accessibility Statemen :: Refund Statemen
under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic
mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275
1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The
emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address,
please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please
click here .
Product Appro val Accepts:
rM = ia M
Credit Card
Safe
https://www.floridabuilding.org/pr/pi7_app_dtl.aspx?parain=wGEVXQwtDqvqqu2w`/`2b... 11/15/2018
3 23/32"
r17/
32"
9/32"
1/81,
1/2"
16 5/8"
4 9/32" 7/8" 4 9/32" 7/8"
1/2" 11-1 1
4 3/4"
16" ALUMINUM SOFFIT- SOLID AND VENTED
0 3105 H28 ALUMINUM.012" THICK
VENTED VERSION VENTED AREA: 20.25 IN21LINEAR FOOT
DESIGN PRESSURE RATING IMPACTRATING
54.2PSF NONE
WHEN INSTALLED IN 12"OVERHANG
DESIGN PRESSURE RATING IMPACTRATING
38.4PSF NONE
WHEN INSTALLED IN 16'OVERHANG
DESIGN PRESSURE RATING IMPACTRATING
3 1. 1 PSF NONE
WHEN INSTALLED IN 24"OVERHANG
TABLE OF CONTENTS
SHEET NO. DESCRIPTION
1 PROFILES AND NOTES
2 — 3 INSTALLATION DETAILS AND COMPONENTS
REVISIONS
DESCRIPTION ITIE NPPIIIIED
I A IREVISED DIMENSIONS AND MATERIAL GRADEJ 11/13/14 1 R.L. I
NOTES:
1 . THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REQUIREMENTS OF THE FLORIDA BUILDING CODE,
2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT
SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR
CALCULATIONS.
4. FRAME MATERIAL: COLD ROLLED FORM ALUMINUM 3105-1-128.
5. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 1 3/4" TRIM PAINTED STAINLESS
STEEL NAILS WITH 1/4" HEAD DIAMETER. 3/4"Xl/4" CROWN OR 3/8"X3/8" STAPLES.
REFER TO DETAILS A, B, C, AND E FOR MINIMUM EMBEDMENT AND SPACING.
6. FOR ANCHORING INTO MASONRY/CONCRETE USE .097" DIAMETER T NAILS OR STUB NAILS
REFER TO DETAIL D FOR MINIMUM EMBEDMENT AND SPACING.
7. ALL FASTENERS TO BE CORROSION RESISTANT.
8. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACFURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED EELOW-
A. WOOD — MINIMUM SPECIFIC GRAVITY OF G 0.42
D. CONCRETE MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI.
C. MASONRY STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE I (OR GREATER).
ALPHA ALUMINUM INC.
1710 PREMIER ROW
ORLANDO, FL 32809
16" ALUMINUM SOFFIT
PROFILES AND NOTES
DRAWN: DWC NO.
V. L. 08-02198
S I DATE 08/05/13 ls"7E TlOF 3
SIGNED: 1211112014
ca 04f
E Ny, -1 p
o 610or
TMTOF""'
0,
77 Mt*-ZORO`
A ONAL
BILL OF MATERIALS
ITEM NO.: PART NUMBER I DESCRIPTION I MANUFACTURER MATERIAL
i ISOFFIT JALPHAALUmrNum INC IALUMINUM3105-1-128
2 IFCHANNEL IALPHA ALUMINUM INC JALUMINUM31OS-H28
FRAME BUILDING
BY OTHERS
SEE ilDETAILS
A B AND C
SkEET 3
12" OVERHANG
12" OVERHANG INSTALLATION DETAIL
3/4"
F i15/16"
1/2"
F CHANNEL
3104-H28 ALUMINUM. 0 12" THICK
FRAME BUILDING
BY OTHERS
SEE SEE il SEE -
DETAIL E DETAILS DETAIL E
SHEET 3 A, B AND C SHEET 3
SHEET 3
16" OVERHANG
16" OVERHANG INSTALLATION DETAIL
REVISIONS
DESCRIPTION I DATE 1 -11-1.
REVISED DIMENSIONS AND MATERIAL GRADE 1 11/13/14 1 R.L.
FRAME BUILDING
BY OTHERS
EXTEROR X FURRING
SEE
TRIP
SEE
DETAILS DETAIL L
A, B AND C SHEET 3
SHEET 3
SEE DETAIL D
SHEET 3
12" MAX O.C.
24" OVERHANG
24" OVERHANG INSTALLATION DETAIL
ALPHA ALUMINUM INC.
1710 PREMIER ROW
ORLANDO, FL 32809
16" ALUMINUM SOFFIT
INSTALLATION DETAILS
rAWN: OWG NO.
L. 08-02198
SCALE NTS I DATE 08/05/13 ISHEET2 OF 3
SIGNED: 1211112014
0
N
IV
TATt OF
OR%'D
A /
psl/
ONA
It I it I I \%\\
1 1/4" MIN
EMBEDMENT
DETAIL A
WOOD FRAMING INSTALLATION
WIF CHANNEL AND NAILS
1 3/4" TRIM PAINTED SS NAIL
W/l/4" HEAD DIAMETER
LOCATED 24" MAX D.C.
3/8" MIN
EDGE DISTANCE
3/4"XI/4" CROWN STAPLES
LOCATED 24" MAX O.C.
IN DIAMOND PATTERN
WOOD FRAMING INSTALLATION
WIF CHANNEL AND STAPLES
5/8" MIN
EMBEDMENT
T NAIL OR STUB NAIL
097" DIAMETER
LOCATED 24" MAX D.C.
3/8" MIN
EDGE DISTANCE
DET)
MASONRYICONCRETE INSTALLATION
WIF CHANNEL AND NAILS
I - 11- 1 -- I IVI
24"OVERHANG
318"
BETWEEN
STAPLES
8" BETWEEN
STAPLES
DETAIL F
STAPLE DIAMOND PATTERN.
REVISIONS
DESCRIPTION
REVISED DIMENSIONS AND MATERIAL GRADE 1 11/13/14 1 R.L.
FASCIA
TRIM
1 3/4" TRIM PAINTED SS NAIL
W/l/4" HEAD DIAMETER
1) PER PANEL
MIN
3/4"XI/4" CROWN STAPLE
EMBEDMENT
1) PER PANEL
3/4"Xl/4" CROWN STAPLE
OR 3/8"X3/8" STAPLE
LOCATE (1) AT EACH GROOVE
2-- 1/4" FASCIA LIP 1 3/4" TRIM PAINTED SS NAIL
3/8" MIN W/l/4" HEAD DIAMETER
EDGE DISTANCE LOCATED 24" MAX D.C.
DETAIL E
WOOD FRAMING INSTALLATION
FASCIA SIDE
ALPHA ALUMINUM INC.
1710 PREMIER ROW
ORLANDO, FL 32809
16" ALUMINUM SOFFIT
INSTALLATION DETAILS
DRAWN: OWC NO.
V. L. 08-02198
SCALE NTS I DATE 08/05/13 SHEET 3 OF 3
SIGNED: 1211112014
o\llIII.I////'/ 0 1 /
o 6V
IF
0.
TATrOF ZZ
TEV Z 40RI'O"
A Y/ON'Ai- 0111111100
Florida Building Code Online Paoe I of 3
I t,
0
1-411. - =-5- ", 01,
BCIS Home Log In 1 User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search
dbpr
Roxta
L41% Product Approval
USER: Public User
Product Approval Menu > Product or Application Search > Application Lis > Application Detail
FL # FL7006-RlO
Application Type Revision
Code Version 2017
Application Status Approved
Approved by DBPR. Approvals by DBPR shall be reviewed and ratified
by the POC and/or the Commission if necessary.
Comments
Archived
Product Manufacturer IKO Industries, Ltd
Address/Phone/Email 40 Hansen Road South
Brampton, NON -US L6W 31-14
708) 496-2800 Ext 200
rmetzOO1@tampabay.rr.com
Authorized Signature Robert Metz
rmetzOO1@tampabay.rr.com
Technical Representative Bob Metz
Address/Phone/Email REMCO of Pinellas
456 Avila Circle NE
Saint Petersburg, FL 33703
727) 776-5261
rmetzOOI@tampabay.rr.com
Quality Assurance Representative Don Shaw
Address/Phone/Email IKO Industries LTD
120 Hay Rd.
Wilmington, DE 19808
717) 579-6706
don.shaw@iko.com
Category Roofing
Subcategory Asphalt Shingles
Compliance Method Certification Mark or Listing
Certification Agency FM Approvals - CER
Validated By Locke Bowden
6 Validation Checklist - Hardcopy Received
Referenced Standard and Year (of Standard) Standard Year
ASTM D3161 modified to 110 mph 2016
ASTM D3462 2010
ASTM D7158 Class H 2011
ASTM E108 2011
Equivalence of Product Standards
Certified By
https://www.floridabuilding.org/Pr/Pr_app_dtl.aspx?param=wGEVXQwtDqse7mYBd2b-'IK... 2/6/2018
Florida Building Code Online Pacye 2 of 3C)
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
Method I Option A
10/08/2017
10/30/2017
11/01/2017
FL # Model, Number or Name Description
7006.1 Cambridge, Cambridge HD, Laminated architectural fiberglass asphalt shingle
Biltmore and Biltmore HD manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.;
Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: Yes FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26-
2017) from FM.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26-
2017).pdDesignPressure: N/A
Other: FL7006 RIO C CAC Letter - ASTM E108 letter - (9-26-
2017M)d
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 R10 11 IKO-187-02-01 Letter - Installation
Instructions for FBC FL7006.1)d
Verified By: Duc T Nguyen 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
7006.2 Hip and Ridge 12 Cap This is a 12" x 12" fiberglass asphalt shingle used to cover
the hip and/or ridge of an asphalt shingle roof system
manufactured at IKO's Kankakee, IL, Toronto, Ont. and
Brampton, Ontario plants.
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: Yes FL7006 RIO C CAC ASTM D 3462 - Shingle lette
Surveillance Audit Location - (6-28-2017),pdApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26-
2017) from FM.pdfDesignPressure: N/A
Other: FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26-
2017),od
FL7006 R10 C CAC Letter - ASTM E103 letter - (9-26-
2017).pd
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 R10 II Hip and Ridge Cap Shinale Installation
Instructions. 1)d
FL7006 R10 II IKO-187-02-01 Letter - Installation
Instructions for FBC FL7006.1)d
Verified By: Duc T Nguyen PE 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
7006.3 Leading dge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at
Starter Strip the bottom of a roof system manufactured in Brampton and
Hawkesbury, Ontario plants
Limits of Use Certification Agency Certificate
Approved for use-;n-HVHZ: Yes F1.7.0.06 R10 C CAC Letter - ASTM D3161 letter - (9-26-
2017) from FM.i)dfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL7006 RIO C CAC Letter - ASTM D3462 letter - (9-26-
2017).r)dDesignPressure: N/A
Other: FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26-
2017).Dd
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 RIO 11 IKO-187-02-01 Letter - Installation
Instructions for FBC FL7006.pd
FL7006 R10 11 Roofino-Products-Leading-EdQe-Plus-
Application-EN(I).0f
Verified By: Duc T Nguyen PE 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
https://www.floridabuilding.org/pr/pi_app_dtl.aspx?param=wGEVXQwtDqse7mYBd2b3K... 2/6/2018
Florida Building Code Online Page 3 of 3
7006.4 Marathon Plus AR, Superglass Plus 3 tab fiberglass asphalt shingle manufactured at IKO's
AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; I I Sylacauga, AL and Kanakakee, IL plants
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other -
Certification Agency Certificate
FL7006 RIO C CAC Letter - ASTM D3161 lettter - (9-26-
2017) from FM,pdf
FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26-
2017),nd
FL7006 R10 C CAC Lettgr - ASTM E108 letter - (9-26
2017).Qd
Quality Assurance Contract Expiration Date
12/20/2020
Installation Instructions
FL7006 R10 II IKO-187-02-01 Letter - Installation
Instructions for FBC FL7006.pd
Verified By: Duc T Nguyen 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
F..ck] Flle.],
Contact U :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824
The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Staternen :: Refund Statemen
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to
Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record, If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
MCI W, KEE
https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqse7mYBd2b3K... 2/6/2018
Z,
III pi 1 111 1111 1 -
0." L_.'tW_,;
T E C H N 0 L 0 G I E S
October 27, 2017
IKO Industries, Ltd
120 Hay Rd.
Wilmington, DE 19809
Re: FBC FL7006
Sir(s),
PRI Construction Materials Technologies has completed a technical review and attached sealed shingle
instructions in compliance the 2017 Florida Building Code.
This review was completed based on the receipt of following evidence from IKO Industries, Ltd:
1) IKO Shingle Application Instructions — 3-Tab Shingles
EN-3Tab_AppIns_8AGXEFS-2012-1 1—reformatted 2013-02-revO7/13-Florida)
2) IKO Laminated Shingles Application Instructions
EN -Laminated — AppIns — 8TTEFS-2012-04—reformafted 2013-02-revO7/13-Florida)
3) IKO Hip and Ridge 12 Application Instructions
E N-H ipa In d Ridge 123 H RTri-201 3-08—reform atted 2013-08)
4) IKO Leading Edge Plus Shingle Application Instructions
EN-3LEP-Tri-2012-06—reformatted 2013-03)
5) ASTM D3161 Test Report (FM Approvals Project No. 3040947)
The attached instructions should be used in conjunction with the published manufacturer's application
instructions and applicable code. In the event the instructions conflict, these instructions shall govern.
Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not
have nor plan to acquire a financial interest in any company manufacturing or distributing products for which
the test reports are issued.
7Signed: x l k Signed
Date:
Brad GrzyboWski
Managing 134rector
October 27, 2017 Date
Attachments: A) IKO Shingle Application Instructions - 3-Tab
B) IKO Laminated Shingles Application Instructions
C) IKO Hip and Ridge 12 Application Instructions
D) IKO Leading Edge Plus Application Instructions
IKO-1 87-02-01
A -A ------
Duc L_,JNuXen
Florida Rb4ist'6—red Professional Engineer
P.E. Number: 65034
October 27, 2017
PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FIL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: mate alstesfing@pdcmt.com WebSite: http:/AAw.p cmt.com
IKO
Installation Instructions for
Asphalt Shingles
Page 2 of 5
IKO Shingle Application Instructions — 3-Tab Shingles
ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC.
UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is
less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code
requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping
each preceding course by 19" or other Approved underlayments in accordance with the qualified application
instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of
underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top
of any underlay along rake edges and directly to the deck along eaves in accordance with building code
requirements.
NAILING:Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long
enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt
edge, approx. 1 " and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is
flush with, but not cutting into shingle surface.
NAILING ON STEEP SLOPES: For steep slopes of 21" perfoot (60') or more, use 6 nails per shingle placed
as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each
shingle at time of application with three 1 " diameter (approx. size and thickness of a quarter) spots of asphalt
plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle.
Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles
should sea[ to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the
heat of direct sunlight.
EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8".
STEEP SLOPES
1 1 1 1 'ZI
SEALING STRIP
NAILS K-- NAILS
DO NOT NAIL INTO OR ABOVE THE SEALING STRIP
FRI Construction Matedals Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: mate aistestng@pricmt.com WebSite: http:/A~.pdcmt.com
IKO
Installation Instructions for
Asphalt Shingles
Page 3 of 5
IKO Laminated Shingles Application Instructions
ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC.
UNDERLAYMENT: Applied in accordancewith building code requirements. For areas where the roof slope is
less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code
requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping
each preceding course by 19" or other Approved underlayments in accordance with the qualified application
instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of
underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top
of any underlay along rake edges and directly to the deck along eaves in accordance with building code
requirements.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long
enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8"
below the top edge, approx. 1 " and 13" in from each end. Drive nails straight so that nail head is flush with,
but not cutting into shingle surface.
NAILING ON STEEP SLOPES: For steep slopes of 21 " per foot (60') or more, use 6 nails per shingle placed
as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Sea] down each
shingle at time of application with three 1 " diameter (approx. size and thickness of a quarter) spots of asphalt
plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle.
Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles
should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the
heat of direct sunlight.
EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8".
C 3/
NAIL LINE
NAILING - STEEP SLOPES APPLICATION
Use sk nails as shown-
17 F-
1
CEMENT
PROPER APPLICATION REQUIRES TFAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE
PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5940 e-mail: matehaistesting@p cmt.com WebSite: http:/Mw.pdcmt.com
IKO
Installation Instructions for
Asphalt Shingles
Page 4 of 5
IKO Hip and Ridge 12 Application Instructions
ASTM D3161, Class IF — IKO Hip and Ridge 12)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
Cut hip and ridge shingles into thirds, using the perforation marks as a cutting guide. These shingles are
designed for a 5 1/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has
been factory trimmed on a 1 " (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5
5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm).
Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge
pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end
opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional
effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2
pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see
diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be
covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for
easier%bending.
NOTE: 8HINGLES MUST BE APPLIED PROPERLY. THEYARE DESIGNED FOR USE AS HIP AND RIDGE
SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO
RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POORAPPLICATION OR FAILURE TO
PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER
VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW
ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR
TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS.
21,
TAPER CUT
PRI Construction Matedals Technologies, LLC. 6412 Badger Drve Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5940 e-mail: matedalstesting@pricmtcorn WebSite: http:/Akww.p cmt.com
IKO
Installation instructions for
Asphalt Shingles
Page 5 of 5
IKO Leading Edge Plus Application Instructions
ASTM D3161, Class F — IKO Leading Edge Plus)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required.
2. Each 39 3/8" x 13 1/4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for
separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to
separate.
3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately
20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the
factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves
by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4"(75
mm to 100 mm) from the eave edge and 1" (25 mm) in from each end.
4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge
with, the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang
the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners
located 3" to 4" (75 mm to 100 mm) from the rake edge and 1 " (25 mm) in from each end.
5. Repeat Steps 3 — 4 for the right lower corner of the roof deck.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least
3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4"(20
mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm from
the eave edge and approximately 1 " and 13" (25 mm and 330 mm) in from each end.
6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install
the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles
should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to
the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle.
7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first
course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way,
the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and
help keep them from lifting in high winds.
PM Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: matedalstesfing@pdcmt.com WebSite: http:/Ahww,pdcmt.com
Florida Building Code OnlineZ:' Page I of 2
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dbt,O%L LP Product Approval
USER: Public User
Product Approval Menu > Product or Application Search > Application Lis > Application Detail
FL # FL15216-R3
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer
Address/Phone/Email
InterWrap, Inc.
32923 Mission Way
Mission, NON -US 00000
551) 574-2939
mtupas@interwrap.com
Eduardo Lozano
elozano@interwrap.com
Technical Representative Eduardo Lozano
Address/Phone/Email 32923 Mission Way
Mission, NON -US 00000
778) 945-2891
elozano@interwrap.com
Authorized Signature
Quality Assurance Representative
Address/Phone/Email
Category Rooflng
Subcategory Underlayments
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
0' Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Robert Nieminen
the Evaluation Report
Florida License PE-59166
Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity
Quality Assurance Contract Expiration Date 09/30/2019
Validated By 3ohn W. Knezevich, PE
W Validation Checklist - Hardcopy Received
Certificate of Independence FL15216 R3 COI 2017 01 COI Nieminen,pd
Referenced Standard and Year (of Standard) Standard Yea
ASTM D1970 (tear) 2015
ASTM D226 (physicals) 2009
Equivalence of Product Standards
Certified By
Sections from the Code
https://www.floridabuilding.org/pr/pr_app—dtl.aspx?pa,ram=wGEVXQwtDqv-'IyVVKJZ IQ... 2/6/2018
Florida Building Code Online1
Page 2 of 2
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
Method 1 Option D
10/10/2017
10/11/2017
10/15/2017
12/12/2017
FL At Model, Number or Name Description
15216.1 RhinoRoof Underlayments Synthetic roof underlayments
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15216 R3 11 2017 10 FINAL ER INTERWRAP RHINOROOF FL15216-
R3.odApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A Verified By: Robert Nieminen PE-59166
Design Pressure: N/A Created by Independent Third Party: Yes
Other: See ER Section 5 for Limits of Use. Evaluation Reports
FL15216 R3 AE 2017 10 FINAL ER INTERWRAP RHINOROOF FL15216-
R3.pd
Created by Independent Third Party: Yes
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-182
The State of Florida is an AA/EEO employer. Copyriaht 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statement :: Refund Statemen
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to
Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
Product Appro al Accepts:
M = LMR-91 99 E
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqv3yVVKJZ IQ... 2/6/2018
ERDRIINJIT
EVALUATION REPORT
Interwrap, Inc.
32923 Mission Way
Mission, BC V2V-6E4 Canada
551) 574-2939
EXTERIOR RESEARCH & DESIGN, LLC.
Certificate of Authorization #9503
353 CHRISTIAN STREET, UNIT#13
OXFORD, CT 06478
PHONE: (203) 262-9245
FAX: (203) 262-9243
Evaluation Report 140510.02.12-113
FI-15216-113
Date of Issuance: 02/17/2012
Revision 3: 10/10/2017
SCOPE:
This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of
construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen,
P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The
products described herein have been evaluated for compliance with the 6t' Ed ition (2017) Florida Building Code
sections noted herein.
DESCRIPTION: RhinoRoof Underlayments
LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted
herein.
CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced
Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of
this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product
changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this
Evaluation Report relative to updated Code requirements with each Code Cycle.
ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity I ERD Evaluated" may be displayed in
advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety.
INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or
its distributors and shall be available for inspection at the job site at the request of the Building Official.
This Evaluation Report consists of pages 1 through 3.
Prepared by:
Robert J.M. Nieminen, P.E.
Florida Registration No. 59166, Florida DCA ANE1983
The facsimile seal appearing was authorized by Robert
Nieminen, P.E. on 10/10/2017. This does not serve as an
electronically signed document.
CERTIFICATION OF INDEPENDENCE:
1. Trinity I ERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or
distributing products it evaluates.
2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates.
3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for
which the evaluation reports are being issued.
4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the
product.
5. This is a building code evaluation. Neither Trinity I ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any
project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained
specifically for that purpose.
TRINITY4 ERD
ROOFING COMPONENT EVALUATION:
1. SCOPE:
Product Category: Roofing
Sub -Category: Underlayment
Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance
with the following sections of the 6 1h Edition (2017) Florida Building Code through testing in accordance with
applicable sections of the following Standards. Compliance is subject to the Installation Requirements and
Limitations / Conditions of Use set forth herein.
2. STANDARDS:
Section Properties Standard Year
1507.1.1, T1507.1.1 Unrolling, Breaking Strength, Pliability ASTIVI D226 2009
1507.1.1 Tear Strength ASTIVI D1970 2015
3. REFERENCES:
gn Examination Reference Date
ITS(TST1509) Physical Properties 100539395COQ-006 10/27/2011
ITS(TST1509) Physical Properties 100539395COQ-002 10/27/2011
ITS(TST1509) Physical Properties 100539395COQ-006 03/14/2014
PRI (TST5878) ASTM D1970; Tear strength OCF-330-02-02 10/03/2017
ITS (QUA.1673). Quality Control Service Confirmation 09/30/2017
4. PRODUCT DESCRIPTION:
4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment available in 42-inch
wide rolls, and can be produced in various other sizes; meets FBC 1507.1.1 (Exception).
S. LIMITATIONS:
5.1 This is a building code evaluation. Neither Trinityl ERD nor Robert Nieminen, P.E. are, in any way, the
Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was
used for permitting or design guidance unless retained specifically for that purpose.
5.2 This Evaluation Report is not for use in FBC HVHZ jurisdictions.
5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials
Directory or test report from accredited testing agency for fire ratings of this product.
5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically
referenced within FBC approval documents. If not listed, a request may be made to the Authority Having
Jurisdiction for approval based on this evaluation combined with supporting data for the prepared roof
covering.
5.5 Allowable Roof Covers:
P",
0W
Air4
0
i.:'Ro ON
k, P,
Asphalt Wood Shakes Slate or
Underlayment Shingles Nail -On Tile Foam -On Tile Metal Shingles Simulated Slate
RhinoRoof U20 g N
5.6 Exposure Limitations:
RhinoRoof U20 shall not be left exposed for longer than 30-days after installation
Exterior Research and Design, LLC. Evaluation Report 140510.02.12-113
Certificate ofAuthorjwtion #_q503 6" EDITION (2017) FBC NON-HVHZ EVALUATION FL15216-R3
RhinoRoof Underlayments Revision 3: 10/10/2017
Page 2 of 3
TRINITY, ERD
I
6. INSTALLATION:
6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation
6.3.1 Fasteners:
For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter
head, or those noted in 6.4.2. The use of staples is prohibited.
For exposure > 24 hours up to maximum 30 days, corrosion resista nt fasteners shall be minimum 1-inch
diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing
up). The use of staples is prohibited.
6.3.2 Single Laver; Roof Slope > 4:12:
End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to
Interwrap, Inc. recommendations for alternate lap configurations and/or the -use- of -sealant under -certain
conditions.
For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For
exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is
required.
When batten systems are to be installed atop the underlayment, the underlayment need only be
preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned
over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap
published instructions.
6.4.3 Double Laver; 2:12 < Roof Slope < 4:12:
End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width
plus 1-inch.
Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a
full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but
maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application.
7. BUILDING PERMIT REQUIREMENTS:
As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of
this product.
8. MANUFACTURING PLANTS:
Qingdao, China
9. QUALITY ASSURANCE ENTITY:
Intertek Testing Services NA Inc. — QUA1673; (608) 836-4400
END OF EVALUATION REPORT -
Exterior Research and Design, LLC. Evaluation Report 140510.02.12-113
Certificate ofAuthorization #9503 6 T" EDITION (2017) FBC NON-HVHZ EVALUATION FL15216-R3
RhinoRoof Underlayments Revision 3: 10/10/2017
Page 3 of 3
p'
RhinoRoof' U20 Installation Instructions
RhinoRoof' U20 is an air, water and vapor barrier and
therefore must be installed above a properly ventilated
space(s). Follow ALL building codes applicable to your
geographical region and structure type as it is considered
a vapor barrier.
DECK PREP: Protrusions from the deck area must be
removed and decks shall have no voids, damaged or
unsupported areas. Deck surface should be free of debris,
dry and moisture free.
USE: RhinoRoof' U20 must be covered by primary roofing
within 60 days of application. U20 is designed for use
under; asphalt or synthetic shingles, metal in residential
applications, and cedar shakes that have been primed.
APPLICATION: For slopes from 4:12 and higher RhinoRoof'
U20 is to be.. laid out horizontally (parallel) to the eave with
the printed side up. Horizontal laps should be 4" and
Vertical laps should be 6"and anchored approximately
1 " in from the edge. For low slope applications it is
recommended to overlap 50% plus 1 ", for complete
definition of low slope and guidelines consult authorities
having jurisdiction. U20 product is not recommended
for slopes less than 2:12. The use of roofing hammer,
pneumatic air or gas driven fastener tools is acceptable.
The use of straight edge cutting knives is recommended.
FASTENERS: For same day coverage with primary roofing
RhinoRoof' U20 can be anchored with corrosive resistant
3/8" head x 1 " leg roofing nails (ring shank preferred,
smooth leg acceptable). The use of every other anchoring
location printed on the product is also acceptable. If U20
will be left exposed for up to 60 days the product must
be anchored with 1 " plastic or metal cap smooth or ring
shank roofing nails and anchored in all locations printed
on the facer DO NOT USE STAPLES: the use of staples to
penetrate RhinoRoof' U20 will void warranty.
ANCHORING: All anchoring nails must be flush, 90
degrees to the roof deck, and tight with the underlayment
surface and the structural roof deck. Where seams and
joints require sealant or adhesive use a low solvent plastic
roofing cement meeting ASTM D-4586 Type 1, or Federal
Spec SS-153 Type 1 such as Karnak, Henry, DAP, MB,
Geocel or equivalent. Acceptable alternatives are butyl
rubber, urethane, and EDPM based caulk or tape sealant.
4Ucje"
EXTENDED EXPOSURE: If RhinoRoof' U20 product will
be exposed longer than 24 hours and up to 60 days then
product must be attached to the structural roof deck
using a minimum 1 " diameter plastic or metal cap roofing
nails (ring shank preferred but smooth leg acceptable).
Miami Dade approved tin tags/metal caps are also
acceptable, and it is recommended for best performance
to use with the rough edge facing up. For extended
exposure it is always recommended to anchor on every
printed position on the facer. RhinoRoof' U20 is not
designed for indefinite outdoor exposure.
For extended exposure conditions where driving rain or
strong winds are expected it is recommended to take
additional precautions such as doubling the lap widths.
Alternately or in addition to a compatible sealant could
be used between the laps or a peel and stick tape could
be applied to the overlaps.
CAUTION - READ GOOD SAFETY PRACTICES BELOW
Good safety practices should be followed on steep slope
roofs, such as use of tie -offs, toe boards, ladders and/or
safety ropes and personal body harnesses. Follow OSHA
guidelines. Slip resistance mayvary with surface conditions
from debris that accumulates, weather, footwear and roof
pitch. Failure to use proper safety gear can result in
serious injury. Depending on roof pitch and surface
conditions, blocking may be required to support materials
on the roof and is good safety practice. Remember to
seal the nail holes after removing blocking.
InterWrapO Roofing Products Division
Charleston, SC - Vancouver, BC 9 Mission, BC * Montr6al, OC
q MEMBERWeb: www.InterWrap.com/roofing I E-mail: info@interwrap.com
Toll Free: 888 713 7663 1 Tel: 778 945 2888
Florida Buildino, Code OnlineZD Pac,e I of 2
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d b V..".Product ApprovalComm0prUSER: Public User
Product Approval Menu > Product or Application Search > Application Lis > Application Detail
21=1 1,11ol-2.
FL # FL16994-RS
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Southeastern Metals Mfg. Co.
11801 Industry Drive
Jacksonville, FL 32218
904) 696-4682
jhkelsey@semetals.com
Jeremy Kelsey
jhkelsey@semetaIs.com-
Category Roofing
Subcategory Roofing Accessories that are an Integral Part of the Roofing System
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
E-1 Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Zachary R. Priest
the Evaluation Report
Florida License PE-74021
Quality Assurance Entity UL LLC
Quality Assurance Contract Expiration Date 12/20/2020
Validated By Locke Bowden
Validation Checklist - Hardcopy Received
Certificate of Independence FL16994 R5 COI SEM14001.5a 2017 FBC Eval Report Off-Ridcle Ven
final.pd
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
Product Approval Method
1503.5
1709.2
Method 2 Option B
https://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDqvBwYu9TrZN... 2/6/2018
Florida Building Code Online Page 2 of 2
Date Submitted 09/26/2017
Date Validated 10/10/2017
Date Pending FBC Approval 10/15/2017
Date Approved 12/12/2017
Summary of Products
FL # Model, Number or Name Description
16994.1 Off Ridge Vent 4-ft, 6-ft, and 8-ft off ridge vents for use with asphalt
shingles
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL16994 R5 II SEM14001.5a 2017 FBC Eval Report Off -
Ridoe Vent final.lpdApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A Verified By: Zachary R. Priest 74021
Design Pressure: +0/-18 Created by Independent Third Party: Yes
Other: See evaluation report for limits of use. Evaluation Reports
FL16994 R5 AE SEM14001.5a 2017 FBC val Report Off -
Ridge Vent final.l)df
Created by Independent Third Party: Yes
16994.2 Tile Off Ridge Vent 4-ft, 6-ft, and 8-ft off ridge vents for use with clay or
concrete tile
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL16994 R5 11 SEM14001.5b 2017 FBC Eval Report Tile
Roof Vent final.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A Verified By: Zachary R. Priest 74021
Design Pressure: +0/-9 Created by Independent Third Party: Yes
Other: See Evaluation Report for limits of use. Evaluation Reports
FL16994 R5 AE SEM14001.5b 2017 FBC Eva[ Report Til
Roof Vent final;pdf - -- - --
Created by Independent Third Party: Yes
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone 850-487-182
The State of Florida is an AA/EEO employer. Copyriaht 2007-2013 State of Florida. :: Privacy Statemen :: Accessibility Statemen :: Refund Statemen
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mail to this entity. instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487. 1395. -Pursuant to
Sect ion 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can >e made available to the public. To determine if you are a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
M ON 9Rd 0
I 'ecu6_ 14_1 11 "KNEIP", 1R W,
https://www.floridabuilding.org/pr/pr—app_dtl.aspx?param=wGEVXQvADqvBwYu9TrZN... 2/6/2018
Certificate of Authorization No. 29824REEK17520EdinburghDr
Tampa, FL 33647
813) 480-3421
EVALUATION REPORT FLORIDA BUILDING CODE, 6 TH EDITION (2017)
Manufacturer: Southeastern Metals Manufacturing Co., Inc. (SEMCO) Issued October 10, 2017
11801 Industry Drive
Jacksonville, FIL 32218
800) 874-0335
http://www.semetals.com
Manufacturing Plant: Jacksonville, FL
Quality Assurance: UL LLC (QUA1743)
SCOPE
Category: Roofing
Subcategory: Roofing Accessories that are an Integral Part of the Roofing System
Code Sections: 1503.5, 1709.2
Properties: Roof Ventilation
REFERENCES
Report No. Standard Yea r-
PRI Construction Materials Technologies (TST5878) SEM-029-02-01 ASTM E 330 2014
PRI Construction Materials Technologies (TST5878) SEM-031-02-01 ASTM E 330 2014
Zachary R. Priest, P.E. (CREEK Technical Services) SEM14003 Calculations 2014
PRODUCT DESCRIPTION
Off Ridge Vent: Minimum 26 ga. ASTM A792 or ASTM A653 CS Type B steel-, Shall conform with FBC
Section 1503.2
Maximum dimensions of the vent are 24-inch wide x 102-inch long x 4.25-inch high.
Vent is available in nominal 4-ft, 6-ft and 8-ft sizes.
SEM14001.5a FL16994-R5 Page 1 of 3
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
I -A. A Be
TECHNICAL SERVICES, LLC
PRODUCT APPLICATION
Southeastern Metals Manufacturing Co., Inc.
Off Ridge Vent
Deck Type: Minimum 7/16-inch APA span rated OSB sheathing or 15/32-inch APA span rated
plywood sheathing for new and existing roof deck (Deck shall be designed by others in
accordance with FBC requirements).
Roof slope: Minimum 2:12
Installation Height: Maximum 33-ft
Roof Cut -Out.- 2.5-inch wide x 42-inch opening for the nominal 4-ft vent
2.5-inch wide x 66-inch opening for the nominal 6-ft vent
2.5-inch wide x 90-inch opening for the nominal 8-ft vent
Attachment Method: Cut-out opening as prescribed above into the sheathing located a minimum 6-inch off
the ridge. For a single vent, install the vent as close to the center of the roof length as
possible. Multiple vents should be evenly spaced along the roof length.
Remove interfering shingle nails around the perimeter of the opening and any debris
prior to placing vent. Apply ASTM D 4586 or ASTIM D 3409, Type I roofing
cement/mastic to the underside of the perimeter flange to continuously surround and
seal the flange. Position the vent over the opening in the roof -sheath ing. "Slide the top
and side flanges of the vent underneath the shingles and allow the bottom flange to lie
on top of the shingles. Attach the vent with #9 x min. 1.5-inch HWH screws with 0.5-
inch sealing washers or min. 12 ga. x 1-1/4-inch ring shank nails with min. 3/8-inch
diameter heads having sufficient length to penetrate through the sheathing a minimum
of 3/8-inch. The fasteners shall be located 1-inch from the edge of the flange and 5.5-
inches o.c. along all four sides of the vent. All loosened shingles shall be adhered
down with roof cement/mastic. When nails are used to attach the vent, all penetrations
through the vent flange shall be sealed using ASTM D 4586 or ASTM D 3409, Type I
roofing cement/mastic.
Allowable Roof Coverings: Asphalt shingles
Maximum Design -13.5 psf for 4-ft and 6-ft vents
Pressure -18 psf for 8-ft vent
Pressures calculated using 2:1 margin of safety per 1504.9
SEM14001.5a FL16994-R5 Page 2 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
Southeastern Metals Manufacturing Co., Inc.
CREEK Off Ridge Vent
TECHNICAL SERVICES, LLC
LIMITATIONS
1 ) Fire Classification is outside the scope of this evaluation.
2) This report is not for use in the HVHZ.
3) The roof deck and deck attachment shall be designed by others in accordance with the FBC.
4) SEMCO vents shall be installed in strict compliance with this evaluation report and the manufacturer's
published installation instructions. In the event of conflict, the more restrictive installation shall be enforced.
5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck
shall be checked for protrusion prior to installation.
6) Installation of the roof assembly is outside the scope of this evaluation.
7) SEIVICO vents are intended to provide passive ventilation for an enclosed attic in residential construction
applications
8) All products listed in this report shall be manufactured under a quality assurance program in compliance with
Rule 61 G20-3.
COMPLIANCE STATEMENT
The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building
Code, 6th Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer.
R
01
E N 2017.10.10
No 74021 10:29:43Ih---Z
04'00' STATE OF
0
oo. --'\
0 R Zachary R. Priest, P.E.
Florida Registration No. 74021ONM-_- Organization No. ANE9641
CERTIFICATION OF INDEPENDENCE
CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing
products under this evaluation.
CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under
this evaluation.
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products
under this evaluation.
Zachary R. Priest, P.E. does not have, nor will -acquire, a financial interest in any other entity involved in -the approval process of the
product.
END OF REPORT
SEM14001.5a FL16994-R5 Page 3 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
M-IAMI-DADE COUNTY
MIAMI- PRODUCT CONTROL SECTIONa11805SW26Street, Room 208
DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474
BOARD AND CODE ADMINISTRATION DIVISION T (786)315-2590 F (786) 315-2599
NOTICE OF ACCEPTANCE (NOA) N%,,,i,w.niiamidade.2o%!/econoniN!
Southeastern Metals Manufacturing Company, Inc.
11801 Industry Drive
Jacksonville, FL 32218
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The
docurnentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be
used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ).
This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section
In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this
product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted
manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or
suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance,
if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the
requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building Code
including.the High Velocity Hurricane Zone of the Florida Building Code. Z"
DESCRIPTION: Weather Vent
LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following
statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change
in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the
materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product,
for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any sectionC,
of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the
expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done
in its entirety.
INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and
shall be available for inspection at the job site at the request of the Building Official.
This NOA renews and revises NOA No. 08-042' ).0 1 consists of pages I through 3.
The submitted documentation was reviewed by Juan E. Collao, R.A.
NOA No.: 13-0814.08
Expiration Date: 04/15/19
Approval Date: 01/23/14
Page I of 32
ROOFING ASSEMBLY APPROVAL
Category: Roofingt5
Sub -Category: Ventilation
Material: Steel
Minimum Slope: 2:12
TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED By APPLICANT:
Manufactured bv
Dimensions
Test Product
Applicant Specifications Description
Weather Vent Vent: 4-1/2"x 19" x 46" TAS 100 Galvanized metal roof vent
Deck Flange: 24" x 52"
Thickness: 0.0217 inch.
MANUFACTURING LOCATION
1. Jacksonville, FL
EVIDENCE SUBMITTED
Test A2enev Test Identifier Test Name/Report Date
PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02-01 08/14/03ZD
ICC-ES AC 13 2 SEM-027-02-01 01/07/14
APPROVED APPLICATIONS:
Deck Type: Wood
Deck Description: "/32" or greater plywood or wood plank
System Type A: Mechanical attachment of vent for shingle roofs
Cutout: Mark a 31/2" x 46" opening centered between layout lines and aligned minimum 6 inches from
the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris.
Installation: Vents should be evenly spaced on the rear slope of the roof.
Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofingz'
cement. Secure vent to the roof deck with 1-1/4" galvanized ring shank roofing nails spaced
approx. 8" o.c. and I" from the outside edge of the flange. Use a minimum of 18 nails per vent.
Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings
herein).
Net Free Area: 99 square inches.
NOA No.: 13-0814.08
Expiration Date: 04/15/19
Approval Date: 01/23/14
Paue 2 of 3
LIMITATIONS:
1. Refer to applicable building code for required ventilation.
2. Weather Vent shall comply with the manufacturer's current published application instructions and the
requirements set forth in the applicable building code.
3. This acceptance is for installations over asphaltic shingle roofs only.
4. Weather Vent shall not be installed on roof mean hei-hts greater than 33 feet. C
5. All products listed herein shall have a quality assurance audit in accordance with the Florida BuildingZD
Code and Rule 9N-3 of the Florida Administrative Code.
6. All approved products listed herein shall be labeled and shall bear the imprint or identifiable marking of
the manufacturer's name or loclyo, city, state, and following statement: "Miami -Dade County ProductID
Control Approved" or the Miami -Dade County Product Control Seal as shown below:
DRAWINGS
0 0
ROOF FLANGE NAIL PLACEMENT
a 0 0
END OF THIS ACCEPTANCE
NOA No.: 13-0814.08AMMIWAM =1D, ! MDE CEO UMN Expiration Date: 04/15/19
Approval Date: 01/23/14
Page 3 of 3
Grant Maloy, Clerk Of The Circuit Court & Comptroller Seminole County, FL
Inst #2019009816 Book:9289 Page:778; (1 PAGES) RCD: 1/28/2019 3:37:19 PM
REC FEE $10.00
THIS INSTRUMENT PREPARED BY:
Name: Ali Suarez
Address: 5200 Vineland Road Su-lte 2N Orlando, Florida 32811
NOTICE OF COMMENICEIRMAIENT
Permit Number. 130 M-9151SI
Parcel ID Number; 17-20-31-502-0000-1970
The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the
following information is provided In this Notice of Commencement.
1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address If available)
Lot 197 Wyndham Preserve Plat Book 81 / Pages 93-102 : 3951 Night Heron Dr, Sanford, FL 32773
GENERAL DESCRIPTION OF IMPROVEMENT:
Construction of a new single family residence
OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT:
Name and address: Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811
Interestin pro, y: Fee Simplepert_
5-7 Fee Simple Title Holder (if other than owner listed above)
AAA --
CONTRACTOR: Name Park Square Homes Phone Number 407-529-3000
Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811
SURETY (if applicable, a copy of the payment bond is attached): Name. N/A
N/A
6. LENDER: Name. Fifth Third Bank
Address: 5050 Kingsley Dr. MD: 1 MOC3J Cincinnati, OH 45227
Phone Number.
Amount of Bond: N/A
7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section
713.13(l)(a)7., Florida Statutes.
Phone Number
8. In addition, Owner designates
to receive a copy of the Lienor's Notice as provided In Section 713.13(l)(b), Florida Statutes. Phone number.
9. Expiration Date of Notice of Commencement (The expiration is I year from date of recording unless a different date is specified)
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 INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY
BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT.
ILA 16
st Owner's or Lessee's
Partner/Manager)
Vishaal Gupta, Executive Vice President
Print Name MW Provide Signatory's Title/Offics)
State of County of M=e,
The foregoing Instru t nowledged before me this '
J
dayof::anua .2019anwasack --
q
by -71SVA0,(3J 6 0 Ff-AC, 1— Who Is personally known to me
Name of person making stiltement
who has produced Identification El type of identification produced:
CORINNE M DONOGHUE
NotafVitt& - State of Florid,
Commission#GG170872
My Comm. Expires Feb 8,202,: 1 '! -
UNIVERSAL UESProjectNo: 0110.1700817.0000
Workorder No: 9433040-1
1r.ffVW11V1&1&ffVL1 r%epUlL LJOLUm
Consultants In: Geotechnical Engineering - Environmental Sciences
Geophysical Services * Construction Materials Testing - Threshold inspection
Building Inspection - Plan Review - Building Code Administration (SIR 10"0 0 oqsl'—C7L
3532 Maggie Blvd, Orlando, 32.811 - P: 407.423.0604 - F: 407.423.3106
In -Place Densily Test Rep
Client: Park Square Homes UESTlechnician: DiJon Davis
5200 Vineland Road Suite 200
ZY, 02/05/2019T7ateTested:
Orlando, FL 32811
Ll
Project: Wyndham Preserve, House Lot-T-0sting
East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773
Area Tested:.. Lot 197-3951 Niqht Heron Dr
Material: Native
Reference Datum: 0 = Bottom of Footing
Tvt)e,of Test
Field: ASTM D-2937 Drive Cylinder Method
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
Waximum:)ptimum
Density
pef)
Moisture
Field Dry
Density
pcf)
Field
Moisture
Soil
Compaction
W
Native
Depth
inch)
Pass
or Fail
I North Proposed footing 0-1 ft 106.8 10.6 103.2 6.7 97 N/A Pas!
2 East Proposed footing 1-2 ft 106.8 10.6 102.1 7.4 96 NIA Pas:
3 West Proposed footing 1-2 ft 106.8 10.6 105.2 6.9 99 N/A Pas!
4 NW corner of pad(TOF) 1-2 ft 106.8 10.6 107.8 8.2 101 N/A Pas
5 SE corner of pad(TOF) 2-3 ft 106.8 10.6 106.1 7.8 99 N/A Pas!
Remarks: At the time of testing, the footer was not excavated. So i dug down to the proposed footing and started testing there.
r- . -"#".i -4-N- #-I 1^;. 0%. 0,,k1;, -4--h- 1) -_# _ _h-;##-4 - -4
I f )_ 6 - 06)
51 Ni , , 4 &-on Dr
DYSCTIPTION AS FURNISHED: Lot 197, WYNDHAM PRESEPVE, as recorded in Plot Book 81, Pcc,)es 93
thiouoh 102 of the Public Records of Seminole County, Florida.
Fi(iUNDARI FORICERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation);
Winderweedle, Haines, Word & Woobinon, PA; Attorneys' Title
Insurance Fund; Bonk of America
LOT 203 LOT 202 LOT 201
S 00*1657" E
60. 00'
Yv_
LOT 19'
24.80' 24.80'
1 1 32. 13'
15.00,
I
15.00'
FORMBOARD
Cr) FOUNDATION
C TOF=TOP OF LOT 195
01:,
LOT 196 ko
FORM
FORM AVERAGE
23.35'
Lllpll 15.00'
0
15.00'
25.20' 25.20'
1 10 , UT7L. ESh
S 00'16'57" E (B.S.)
60. 00'
5;'F81,(XS AS(,FURNtSHED HERON' DRIVL' F ?ONT = 25' NIGHT
0R_ R - 2 ' 50' PRIVATE R/W)
S; 5 ' (49' LOT)
715' (60 : LOT)
0' (7.5 LOT)
SDE ;TRFET = 25' (60' & 75' LOT)
15- (40' LOT)
2!;' FRONT' SETBACK CAN BE REDUCED
T,n 20' ON CERTAIN LOTS. NO MORE THAN
1) IN SUCCESSION AT 20' AND .4 MINIMUM
Of (2) IN SUCCESSION AT 25-
PROPOS.71) = FWSHED SPOT GRADE ELEVATIONS
PEj: OF VNAGE PLANS
PROPOSED DRAINAGE FLOW '
0LO G90ING TYPE A
PR)POSED F.F. PER PLANS = 23.1'
USEXHEYER -SCOTT ASSOC., INC. IAND SUR V ORS
5400 E. COLONIAL DR. ORLANDO, FL. 328o7 (407)-277-3232 FAX
P P.0 POINT ON L- ATFBM TYP. T-
WES.
Ba pn. P. PUIXT OF REVERSE cwwmmP= KINT 7
1. THE VNDDRS NED DOES HEREBY CERWY MAT MM SURVFY MDE; ME STMIDARDS OF PWCrXE SET FORM R, OF
PROFESSVM SURWYORS AND W-M IN CHAPTER SJ-J:''OA AOUIN SMATW CDDE PVRS I ECWN 1 2027, OR(M ST-ES
C TE IENT RAm
S j V2, 1. ".0 45%
c. RE.1— ,
2. M 0=&, NM S RVyDY; SWATURE AND MGIRAL MJSED SEAL. THIS SURVEY WP OR OCNES ME N11 1AUr.
3 MIS SURVEY WAS PREPMED FROA4 MLE INFORWDON FUFNISHED TO ME SURVEYOR. MERE Y BE OMM RESIUrONS
D. _. , _'
W U M=M
OR EASEWOWS MAr AFFECT PROPERTY.
TED a SS nMETW1SE SHORN, ND WDERCROUND 1UPROYMENM h4W BEEN
t CF.T-- IF. "M 'L FDR BENEFT DF __ CEN t- SHCV. NOT BE .ED 61 "", CMES ENTTY.
VAY
TCREC0HS CT-1v?y-SJ,
E- .11T tt 7. 8&. ARE BASED ASS UED NVU AND ON ME AS sAs (a..)
DONS fF , ARE BASED ON NA GOOOM DAMM Y 1929, UN OTHERMSE TED
L11
CL5-. C I L— 11
9, CV ATE 01 AVMGRI UCH 011,
c", ETE 20
P
P, ITP,
CEJMFrED BY. FA_T_E_ 1 7. R No. 117
PLOT PLAN 11-05--2018 7360-18
MIA FORMECARD FOUNDATIONIFLEVS. 02 -0 1 -20 1!1 902-19
M.
NORTH
I H.'S BUILDING%PROPERTY DOES NOT LIE WITHIN
THt7 ESTAW5110 100 YEAR FLOOD PLANE AS PER 'FIRM'
11 L 4774
W !;.IT, L "I
2511E
1XI MAP I 12117CO090 F (09-28-07)