HomeMy WebLinkAbout3957 Night Heron Dr 18-4551 New construction SFH6r_
CITY OF SANFORD
BUILDING & FIRE PREVENTION
NOV 1'5 PERMIT APPLICATION
6 Application No: I k - LP I
Documented Construction Value: $ 1294& 29( 346.95
Job Address: 3957 Night Heron Drive, Sanford, FL 32773 Historic District: Yes El No 0
Parcel ID: 17-20-31-502-0000-1960 Residential 0 Commercial 11
Type of Work: New 0 AdditionEl AlterationEl RepairEl DemoEl Change of UseEl Move El
Description of Work: Construction of new single family residence
Plan Review Contact Person: Michelle Parkison — Title: Permitting Manager
Phone: 407-529-3135 Fax:
Name
Street:
City, State Zip:
Email: mparkisone-parksquarehomes.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 ineer 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: Eng./ PO Box 530783, Debary 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 th 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.
zlw Nk.\6-1B —
Signature of Owner/Agent Date
Vishaal Gupta
Print Owner/Agent's
igotu of Notary -State of Florida Date
PARKISONMicHELLE ' " ')" r
Ic S te of Floridaa
U -186 1ryPubl
1 5
efo Notary Publi state of Florida
0211# No" 5 , 2
Commission # GG 157861
vp Nov 5 2021CIre,, S4 r as4WW0
omm
Owner/ N's 1,4n e oronoe9&
Pro uced
kk-ks-ls
Signature ofContractor/Agent Date
Vishaal Gupta, ---
Print Contractor/ARAt's Name
MICHELLE PARKISON
ANotary
Public - State of Florida
sion # GG 157861WCoinunis
My Comm. Expires Nov 5, 2021
Bunded itirough Nntic)nal NO(Iry Assn.
Contractor Agent = Personally Known to Me or
Produced ID _ Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building&f Electrical[e Mechanicala PlumbingR Gas[] Roofn
Construction Type: Occupancy Use: Flood Zone: X-5eE
h-t-rAU4eD
Total Sq Ft of Bldg: Z. Min. Occupancy Load: # of Stories: 2-
New Construction: Electric - # of Amps
Fire Sprinkler Permit: YesF-1 No Z #of Heads
APPROVALS: ZONING: 12.14, /0 15q UTILITIES:
COMMENTS:
ENGINEERING: t N-Zt- tZ-A;-kY FIRE:
ok to construct single family home
with setbacks and impervious area
shown on plan. -rf3"-a, 21—
q At -Ali - L0+1 V,474 1-4/Z,
Plumbing - # of Fixtures
Fire Alarm Permit: YesE] No [3
WASTE WATER:
IBUILDING: Ie A "
Revised: June 30, 2015 Permit Application
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: k -
Documented Construction Value: $ 132,550
Job Address: 3957 Night Heron Drive, Sanford, FL 32773 Historic District: Yes 0 No 0
Parcel ID: 17-20-31-502-0000-1960 Residential R Commercial D
Type of Work: New 0 Addition 11 Alteration 11 RepairF] DemoEl Change of UseEl Move El
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(cDparksquarehomes.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/E ng 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 3 0, 2015 Permit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
I
Jx Nk. s - 1B
Signature of Owner/Agent Date
Vishaal Gupta
Print Owner/Agent's
Twt-ur/ o,fNotary-State ofFlorida Date
MICHELLE PARKISON
Not1rY Public - State of Florida
157861Commission # GG
orrm. ir ,No%,5 2021
Qw--,a,to e orOwer/
Pro uce
Signature of ontractor/Agent Date
Vishaal Gupta,,------\
Print Contractor/Ag- Z"s Name
AITI
MICHELLE PARKISON
Notary Public - Sto, e of Florida
4 Commission # GG 157861
li'JI '. V'y-F. My Comm. Expires Nov 5, 2021MyCornmI
onded 111rougli Nntionni War/ Assn. BB,) n d Ld
Contractor Agent i-- Personally Known to Me or2IS
Produced ID Type of 11D
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building n ElectricalF] Mechanical n Plumbing[] Gas[] Roof []
Construction Type:
Total Sq Ft of Bldg:
Occupancy Use:
Min. Occupancy Load:
New Construction: Electric - # of Amps
Fire Sprinkler Permit: Yes F] No F] #of Heads
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
Flood Zone:
of Stories:
Plumbing - # of Fixtures
Fire Alarm Permit: Yes [] No [I
UTILITIES: "')"KWASTE WATER:
BUILDING:
Revised: June 30,2015 Permit Application
COUNTY OF SEMINOLE
IMPACT FEE STATEMENT
STATEMENT NUMBER: 18100009
BUILDING APPLICATION #: 18-10000908
BUILDING PERMIT NUMBER: 18-10000908
DATE: November 16, 2018
0
It.. -,K-/ 1Z
UNIT ADDRESS: NIGHT HERON DRIVE 3957 17-20-31-502-0000-1960
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: 3957 NIGHT HERON DRIVE / WYNDHAM
PRESERVE / SFR
FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE
TYPE DIST SCHED RATE UNITS TYPE
ROADS-ARTERIALS C07WIDE ORD
Single Family
ROADS -COLLECTORS
Housing 705.00 1.000 dwl unit 705.00
SinaleCFamily
Nl,
Housing 00 1.000 dwl unit 00
FIRE ES UE N/A
LIBRARY CO -WIDE ORD
00
SinZle Family Housing 54.00 1.000 dwl unit 54.00
SCHOO S CO -WIDE ORD
Single Family Housing 9,000.00 1.000 dwl unit 9,000.00
PARKS N/A
00
LAW ENFORCE N/A
DRAINAGE N/A
00
00
AMOUNT DUE 9,759.00
PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE
SEMINOLE COUNTY ROAD IRVRESCUE, LIBRARY AND/OR EDUCATIONAL
ISSUANCE OF A BUILDIi4G'PE 4IT.
PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER,
TO APPEAL THE CALCULATION OF ANY OF THEABOVE 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.
THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT
ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE , A
01 ' h
Flood Zone Determination Request Form
Name: Daphne Clark Firm: Park Square Homes
Address: 5200 Vineland Road, Suite 200
City: Orlando State: FL Zip Code: 32811
Phone: 407-257-6940 Fax: Email: parksquareCa)permitspermitspermits.com
Property Address: 3957 Night Heron Drive
Property Owner: Park Square Enterprises, LLC
Parcel identification Number: 17-20-31-502-0000-1960
Phone Number: 407-529-3000 Email:
The reason for the flood plain determination is:
FE-1 New structure 0 Existing Structure (pre-2007 FIRM adoption)
F-1 Expansion/Addition E] 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)
x1hSEON, M !:CTmlhqkaw-
Flood Zone: X Base Flood Elevation: N/A Datum: N/A
FIRM Panel Number: 120294009OF Map Date: Sept- 28, 2007
The referenced Flood Insurance Rate Map indicates the following:
F-1 The parcel is in the: 0 floodplain Ofloodway
F-1 A portion of the parcel is in the: 0 floodplain 0 floodway
FE-1 The parcel is notinthe: Wfloodplain Ofloodway
El The structure is in the: Ofloodplain F-Ifloodway
0 The structure is not in the: F- 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# 18-4551
Reviewed by: Michael Cash, CFM Date: December 5, 2018
are,
l) Alp Application for Paved Driveway, Sidewalk or
I
Q" Walkway Including Right -of -Way Use &
A D; k+ f %A1
N —1877— a" 2%.QJJ "U " U -%J 0Y
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 whars 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: "6,49, , 54-y
2. Proposed Activity: FRI Driveway El Walkway 7 Other:
3. Schedule of Work: Start Date Completion Date D Emergency Repairs
4. Brief Description of Work: Construction of new driveway for new single family residence
This application ted by:
Property Owner
Signature: — :0 Print Name: Vishaal Gupta
Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811
Phone: (407) 529-3135 Fax: Email: mparkison@parksquarehom.es.com Date:, \- \r,- 0) -
Maintenance Responsibilities/indemnification
The Requestor, and his successors and assigns, shal I 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 installationlimprovement 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. Ifthe 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, oremploy-
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
Utilities
Approved:
Engineering
Site Inspected by:
Special Permit Conditions:
Official Use Only
Fee: Date:
Date:
Date:
Date: cz--—?O 16
Date:
November 2015 ROW Use Driveway.pdf
LIMITED POWER OF ATTORNEY
Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford,
Seminole County, Winter Springs
Date: \k- k95 -
I hereby name and appoint:
an agent of-
David Mercer
Park Square Homes
Narne ofCompany)
to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things
necessary to this appointment for (check only one option):
El The specific permit and application for work located at:
VVe\yQ_, -z C cd
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 -5day of
2001_, by Vishaal Gupta who is Xpersonally known
to me or o who has produced as
identification and who did (did not) take an ath.
S4gnre
Notary Seal)
MICHELLE PARKISON
Notary Public State of F;orida
zCorninsjorn # GG 157861
My Cornm. Expires Nov 5, 2021
Bonde(i iroqh National Nolar
Rev. 08.12)
Print or type name
Notary Public - State of NA<iT 6 3_
Commission No. 2C-,, \r,-iFyo i
My Commission E)Pires: \ - 6 -Al,
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 196 Tribeca B LHG Loft - W Builder Name: Park Square Homes i3UIL
Street:'A-z'-N V- \ I I A 1' Permit Office: City of Sanford
City, State, Zip: SIZfd , FIL , Permit Nurnber# 1 8 - 4 5 5 sA 'vp OP
Owner: Park Square Homes Jurisdiction: 691500 0,
Design Location: FL, Orlando County: Seminole (Floric
1. New construction or existing New (From Plans) 9. Wall Types (2693.3 sqft.) Insulation Area
2. Single family or multiple family Single-family
a. Frame - Wood, Exterior R=1 1.0 1368.00 ft2
b. Concrete Block - Int Insul, Exterior R=4.1 1059.30 ft2
3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=1 1.0 266.00 ft2
4. Number of Bedrooms 3 d. N/A R= ft2
10. Coiling Types (1202.0 sqft.) Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1202.00 ft2
6. Conditioned floor area above grade (ft2) 2087 b. N/A R= ft2
Conditioned floor area below grade (ft2) 0
c. N/A
11. Ducts
R= ft2
R ft2
7. Windows(211.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 397.2
a. U-Factor: Dbl, U=0.55 105. 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 41.0 SEER:16.00
c. U-Factor: Dbl, U=0.54 412.0.0 ft2
SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency
d. U-Factor: N/A ft2 a. Electric Heat Pump 39.0 HSPF:9.00
SHGC:
Area Weighted Average Overhang Depth: 3.246 ft.
Area Weighted Average SHGC: 0.235 14. Hot water systems
a. Electric Cap: 50 gallons
8. FloorTypes (1986.0 sqft.) Insulation Area EF: 0.900
a. Slab -On -Grade Edge Insulation R=0.0 927.00 ft2 b. Conservation features
b. Floor Over Other Space R=0.0 784.00 ft2 None
c. other (see details) R= 275.00 ft2 15. Credits Pstat
Glass/Floor Area: 0.101
Total Proposed Modified Loads: 60.41 PASS
Total Baseline Loads: 63.09
1 hereby certify that the plans and specifications covered by Review of the plans and vlE S7.4,2,,
this calculation are in compliance with the Florida Energ y
Digitally signedby bojan
specifications covered by this S i 0
7
Code. Bojan Paukovic
calculation indicates compliance
Paukovic-1
Date: 2018.11.15 09:45:40 with the Florida Energy Code.
PREPARED BY: Before construction is completed
DATE: this building will be inspected for
compliance with Section 553.908
I hereby certify that this buildi , as desig ed, is in compliance
Florida Statutes.
with the Florida Energ WF
OWNER/AGE BUILDING OFFICIAL:
DATE: DATE:
Compliance requires certification by the air handier unit manufacturer that the air handier enclosure qualifies as
certified factory -sealed in accordance with R403.3.2.1.
Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an
envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2).
Compliance with a proposed duct leakage 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.
11/15/2018 9:42 AM EnergyGauge@ USA Section R405.4.1 Compliant Software Page 1 of 5
FORM R405-2017 INPLIT SUMMARY CHECKLIST REPORT
PROJECT
Title: Lot 196 Tribeca B LHG Loft - Bedrooms: 3 Address Type: Street Address
Building Type: User Conditioned Area: 2087 Lot # 196
Owner Name: Park Square Homes Total Stories: 2 Block/Subdivision: WP
of Units: 1 Worst Case: No PlatBook:
Builder Name: Park Square Homes Rotate Angle: 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
Design Temp Int Design Temp Heating Design Daily TempVDesignLocationTMYSite97.5% 2.5% Winter Summer Degree Days Moisture Range
FL, Orlando FL—ORLANDO—INTLAR 41 91 70 75 526 44 Medium
BLOCKS
Number Name Area Volume
1 Blockl 2087 19071
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated
1 1 st Floor 960 8928 Yes 0 0 1 Yes Yes Yes
2 2nd Floor 1127 10143 No 4 3 1 Yes Yes Yes
FLOORS
V# Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet
I Raised Floor 2nd Floor ---- ---- 100 ft2 11 0.29 0 0.71
2 Floor over Garage 2nd Floor ---- ---- 175 ft2 11 0.29 0 0.71
3 Slab -On -Grade Edge Insulatio 1 st Floor 113.5 ft 0 927 ft2 0.29 0 0.71
4 Floor Over Other Space 2nd Floor ---- ---- 784 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 Gable or Shed Composition shingles 1344 ft2 300 ft2 Dark 0.9 N 0.9 No 0 26.6
ATTIC
Type Ventilation Vent Ratio (1 in) Area RBS IRCC
1 Full attic Vented 300 1202 ft2 N N
11 /15/2018 9:42 AM EnergyGaugeG USA Section R405.4.1 Compliant Software Page 2 of 5
P:r)PKA PAnr,-9nl7 IKIP1 IT q1 IRARAARV rHI=rKI I-qT PFPORT
CEILING
V# Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Vented) 1 st Floor 30 Blown 1202 ft2 0.1 Wood
WALLS
Adjacent Cavity Width Height Sheathing Framing Solar BelowyItOrntTnW;;I1 T\tpp. Space R-\/;;I,ip Ft In Ft In Area R-Vqltip Frqrt'c)n AN nr Grgde%
I N=>E Exterior Frame - Wood 2nd Floor 11 29 0 9 0 261 .0 ft2 0 0.25 0.8 0
2 N=>E Exterior Concrete Block - I nt Insul 1 st Floor 4.1 29 0 9 4 270.7 ft2 0 0 0.8 0
3 E=>S Exterior Frame - Wood 2nd Floor 11 47 0 9 0 423.0 ft2 0 0.25 0.8 0
4 E=>S Exterior Concrete Block - Int Insul 1st Floor 4.1 42 0 9 4 392.0 ft2 0 0 0.8 0
5 S=>W Exterior Frame - Wood 2nd Floor 11 29 0 9 0 261.0 ft2 0 0.25 0.8 0
6 S=>W Exterior Concrete Block - Int Insul 1 st Floor 4.1 9 6 9 4 88.7 ft2 0 0 0.8 0
7 W=>N Exterior Frame - Wood 2nd Floor 11 47 0 9 0 423.0 ft2 0 0.25 0.8 0
8 W=>N Exterior Concrete Block - Int Insul 1st Floor 4.1 33 0 9 4 308.0 ft2 0 0 0.8 0
9 NE Garage Frame - Wood 1 st Floor 11 28 6 9 4 266.0 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
NE Wood 1 st Floor Norf 9= 1--.3-ft2-
WINDOWS
Orientation shown is the entered orientation (=>) changed to As Built (rotated 9
Wall OverhangVOrntIDFramePanesNFRCU-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 4 in Drapes/blinds None
2 n=>E 1 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
3 n=>E 2 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 ft 0 in 12 ft 4 in Drapes/blinds None
4 n=>E 2 Metal Low-E Double Yes 0.58 0.25 N 64.0 ft2 8 ft 0 in 1 ft 4 in None None
5 e=>S 3 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
6 e=>S 3 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
7 e=>S 4 Metal Low-E Double Yes 0.54 0.25 N 8.0 ft2 1 ft 0 in 3 ft 0 in Drapes/blinds None
8 e=>S 4 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 0 in 12 ft 4 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 4 in Drapes/blinds None
10 S=>W 5 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
11 s=>W 6 Metal Low-E Double Yes 0.54 0.25 N 6.0 ft2 5 ft 4 in 4 ft 6 in Drapes/blinds None
12 w=>N 7 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
13 W=>N 7 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
11 /15/2018 9:42 AM EnergyGaugeg USA Section R405.4.1 Compliant Software Page 3 of 5
PnPhA PAnr)-9nl7 IMPII IT q1 IMMARY r.HFr.KLI-RT REPORT
GARAGE
V # Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
1 394 ft2 394 ft2 54 ft 9.3 ft
INFILTRATION
Scope Method SLA CFM 50 ELA EqLA ACH ACH 50
1 Wholehouse Proposed ACH(50) 000406 2224.9 122.15 229.71 .3773 7
HEATING SYSTEM
y # System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heat Pump/ Split HSPF:9 39 kBtu/hr 1 sys#1
COOLING SYSTEM
y # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
1 Central Unit/ Split SEER: 16 41 kBtu/hr 1230 cfm 0.75 1 sys#1
HOT WATER SYSTEM
y# System Type SubType Location EF Cap Use SetPnt Conservation
1 Electric None Garage 0.9 50 gal 60 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 6 397.2 ft Attic 99.3 ft2 Prop. Leak Free 2nd Floor --- cfm 62.6 cf rn 0.03 0.50 1 1
11 /15/2018 9:42 AM EnergyGaugeg USA Section R405.4.1 Compliant Software Page 4 of 5
FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT
TEMPERATURES
Programable Thermostat: Y Ceiling Fans:
g anCoollnJ Fe b Mar Apr Ma y Jun JU i Aug Sep Oct No, Dec
Hea t g Jan F eb Mar Apr I MayI JunJXJ JUxl Augxl Sep1 0 No, Dec
Venting Jan Feb X MarX Apr Ma y Jun Jul Aug Sep Oct X X Nov Dec
Thermostat Schedule: HERS 2006 Reference Hours
Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12
Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80
PM 80 80 78 78 78 78 78 78 78 78 78 78
Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78
PM 78 78 78 78 78 78 78 78 78 78 78 78
Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68
PM 68 68 68 68 68 68 68 68 68 68 66 66
Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68
PM 68 __ 68 68 68 68 68 68 68 68 68 66 126
MASS
Mass Type Area Thickness Furniture Fraction Space
Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 Main
Name: Test Rater
Rating Compant: Test Rater
Signature:
Date'.
11 /15/2018 9:42 AM EnergyGauge@ USA Section R405.4.1 Compliant Software Page 5 of 5
Florida Building Code, Energy Conservation, 6th Edition (2017)
Mandatory Requirements for Residential Performance, PrescriEtive and ERI Methods
Permit Number:
Sanford , FL ,
MANDATORY REQUIREMENTS See individual code sections for full details.
I SECTION R401 GENERAL
F R401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL)
display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law
Section 553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and
nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components
installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans
and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD.
R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of
Sections R402.4.1 through R402.4.5.
Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to
comply with Section C402.5.
R402.4.1 Building thermal enveloT)W building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2.
The sealing methods between dissimilar materials shall allow for differential expansion and contraction.
R402.4 ' 1.1 Installation.The components of the building thermal envelope as listed in -Table R402.4.1.1-shall be installed in accordance
with the manufacturer's instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of construction. Where required
by the code official, an approved third party shall inspect all components and verify compliance.
R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air
changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in
accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either
individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i) or
an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code
official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope.
Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing
buildings in which the new construction is less than 85 percent of the building thermal envelope.
During testing:
1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or
other infiltration control measures.
2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended
infiltration control measures.
3. Interior doors, if installed at the time of the test, shall be open.
4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed.
5. Heating and cooling systems, if installed at the time of the test, shall be turned off.
6. Supply and return registers, if installed at the time of the test, shall be fully open.
F-1 R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where
using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the
fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907.
R402.4.3 Fenestration air leakage.Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per
square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or
AAMA/ WDMA/CSA 1 01/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer.
Exception: Site -built windows, skylights and doors.
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MANDATORY REQUIREMENTS - (Continued)
R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to
open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or
enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements
of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be
fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it
passes through conditioned space to a minimum of R-8.
Exceptions:
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 R1 006 of the Florida Building Code, Residential.
F1 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 L/s) 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 e lectri c-res i stance 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.
El 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 handier 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.
F]R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums.
R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105oF (41oC)
or below 55*F (1 31C) shall be insulated to a minimum of R-3.
R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including thatElcausedbysunlight, 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 inElaccordancewithSectionR403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2.
Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible.
R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return
pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited.
Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the
occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and
when there is no demand for hot water.
R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems
shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance
with the times when heated water is used in the occupancy.
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MANDATORY REQUIREMENTS - (Continued)
R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have
heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a
downward and upward bend of at least 3 1/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible
to the storage tank.
R403.5.6 Water heater efficiencies (Mandatory).
Ej 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 140OF (380C to 60oC).
R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to
electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of
combustion types of service water -heating systems to be turned off.
R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meet the minimum efficiencies of
Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed.
Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate
water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1.
R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy
factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of
Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors,
and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar
water -heating systems should meet the following criteria:
1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and
2. Be installed at an orientation within 45 degrees of true south.
R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the
Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation
including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have autornatic-or gravity- dampers-t-hat
close when the ventilation system is not operating.
R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be
powered by an electronically commutated motor.
R403.6.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation
shall meet the following criteria:
I 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).
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 AlRFLOW RATE MINIMUM
CFM)
MINIMUM EFFICACY
CFM/WATT)
AIRFLOW RATE MAXiMUIV
CFM)
Range hoods Any 2.8 cf m/watt Any
In -line fan Any 2.8 ctm/watt Any
Bathroom, utility room 10 1.4 cfm/watt 90
Bathroom, utility room 90 2.8 cfm/watt Any
For SI: 1 cfm = 28.3 L/min. a. When tested in accordance with HVI Standard 916
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MANDATORY REQUIREMENTS - (Continued)
R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less
than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in
Section 403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the
equipment shall not be less than the calculated latent load.
The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's
expanded performance data shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry-bulb
temperature for the load calculation (or entering water temperature for water -source equipment), the blower CFM provided by the expanded
performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature.
Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load
calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space.
Exceptions:
1 Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the
calculated total sensible load but not less than 80 percent of that load.
2.
When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of
equipment may be sized in accordance with good design practice.
R403.7.1.2 Heating equipment capacity.
R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Sectionr_1 R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if
the design heating load is 1.15 times greater than the design cooling load.
R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 IkW of the designF requirements calculated according to the procedure selected in Section R403.7.1.
R403.7 * 1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners
shall not be less than the design load calculated in accordance with Section R403.7.1.
R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on anF-1 intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to
prevent continuous space cooling or heating within that space by one or more of the following options:
1 . A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas.
2. A variable capacity system sized for optimum performance during base load periods is utilized.
R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections
C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403.
R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building,
shall include automatic controls capable of shutting off the system when the pavement temperature is above 50'F (1 01C), and no
precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40oF (4.8oC).
R403.1 0 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas
shall be in accordance with Sections R403.10.1 through R403.10.5.
R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an
integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation
of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the
power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots.
R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule
shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this
section.
Exceptions:
1. Where public health standards require 24-hour pump operation.
2. Pumps that operate solar- and waste- heat-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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F-1 R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance
with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is
required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard.
R403.11 Portable spas (Mandatorgohe 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* = 96
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 y 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 41.0
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. 2087 d) Room unit/PTAC EER
e) Other
7. Windows, type and area
a) U-f actor: (weighted average) 7a. 0.557
b) Solar Heat Gain Coefficient (SHGC) 7b. 0.235 14. Heating system: Capacity___.;19.0
c) Area 7c. 211.0 a) Split system heat pump HSPF 9.0
b) Single package heat pump HSPF
8. Skylights c) Electric resistance COP
a) U-f actor: (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) 9b. 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) 1 OA1. 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) 10132.
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 1 1c. d) Multizone cooling credit
d) Radiant barrier installed 1 1d. 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 ba I stalled code compliant features.
Builder Signature4/ 0 n0- Date: \CD
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 196 Tribeca B LHG Loft - W Builder Name: Park Square Homes
Street: Permit Office: City of Sanford
City, State, Zip: Sanford , FL , Permit Number:
Owner: Park Square Homes Jurisdiction: 691500 LLJ
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 iambs and framing, and
and doors skylights and framing shall be sealed.
Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated.
Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to
including insulation. maintain permanent contact with the underside of
above -garage subfloor decking, or floor framing cavity insulation
and cantilevered shall be permitted to be in contact with the top side
floors) of sheathing, or continuous insulation installed on
the underside of floor framing and extends from the
bottom to the top of all perimeter floor framing
members.
Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation
a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace
Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to
exterior or unconditioned space shall be sealed.
Batts in narrow cavities shall be cut to fit, or narrow
cavities shall be filled by insulation that on
Narrow cavities installation readily conforms to the available cavity
spaces.
Garage separation Air sealing shall be provided between the garage and conditioned spac Ds.
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
P)(tpnri hphind pipina and wiring-
Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall
on exterior wall tubs shall separate them from the showers and tubs. be insulated.
Electrical/phone box or The air barrier shall be installed behind electrical or communication
exterior walls boxes or air -sealed boxes shall be installed.
HVAC register boots HVAC register boots that penetrate building thermal envelope shall
be sealed to the sub -floor or drywall.
Concealed When required to be sealed, concealed fire sprinklers shall only be
sprinklers sealed in a manner that is recommended by the manufacturer.
Caulking or other adhesive sealants shall not be used to fill voids
I between fir rink! aQy2LpJa= and wall or ceilings
a. In addition, inspection of log wall sha 4 n p f ICC-400.
11/12/2018 9:45 AM EnergyGaugeS USA FBC 6th Edition (2017) Compliant Software Page 1 of I
wrightsoft, Project Summary
Job:
Date:
Lot-196TribecaBLI-1131-of
09/18/2017
Entire House By: LF/LM
One Stop Cooling and Heating
Plan: LHG
7225 Sardscove Cow, Winter Park, FL 32792 PhDre: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopGoolirg.00rn License: CAC032444
A
For: Park Square Homes
Sanford, FL
Notes:
I AVIONANJOYMMIJIMINWO 6TR"i K
Weather: Orlando Executive AP, FL, US
Winter Design Conditions Summer Design Conditions
Outside db 44 OF Outside db 93 OF
Inside db 68 OF Inside db 74 OF
Design TD 24 OF Design TD 19 OF
Daily range L
Relative humidity 50
Moisture difference 46 grAb
Heating Summary Sensible Cooling Equipment Load Sizing
Structure 17643 Btuh Structure 17776 Btuh
Ducts 2532 Btuh Ducts 6984 Btuh
Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh
qonp) none)
Humidification 0 Btuh Blower 0 Btuh
Pipi9g 0 Btuh
Equipment load 20175 Btuh Use manufacturer's data n
Rate/swin mulNilier
Equipmen
0.98
24166 BtuhInfiltrationsensieload
Method Simplified Latent Cooling Equipment Load Sizing
Construction quality Average
Fireplaces 0 Structure 3065 Btuh
Ducts 1310 Btuh
Central vent (0 cfm) 0 Btuh
Heating coofin11 none)
Area (ft2) 2079 207 uipmentEq latent load 4375 Btuh
Volume(ft3) 18995 18995
Airchanges/hour 0.41 0.21 Equipment Total Load (Sen+Lat) 28541 Btuh
Equiv. AVF (cfm) 130 66 Req. total capacity at 0.75 SHR 2.7 ton
Heating Equipment Summary Cooling Equipment Summary
Make Trane Make Trane
Trade TRANE Trade TRANE
Model 4TWR6042H1 Cond 4TWR6042Hl
AHRI ref 7563302 Coil TEM6AOC42H41 ++TDR
AHRI ref 7563302
Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER
Heating input Sensible cooling 30750 Btuh
Heating output 39000 Btuh @ 47'F Latentcooling 10250 Btuh
Temperature rise 0 IF Total cooling 41000 Btuh
Actual air flow 0 Cfm Actual air flow 1367 cfm
Air flow factor 0 cfm/Btuh Air flow factor 0.055 cfm/Btuh
Static pressure 0.50 in H20 Static pressure 0.50 in H20
Space thermostat Load sensible heat ratio 0.85
Capacity balance point 27 OF
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
vvr19hti-.c),ft' 2018-Nov-1 2 09:42:19
RigN-SLAe@ Uriversal 2018 18.0.31 RSU1 6877 Page I
ACCA p\TEMP PRINTIot 196 Tribeca B LHG Loft- W.rLp Calc = MJ8 Frorft Door faces: W
1. Job: Lot 196 Tri beca B LH G Loft - WIrwrightsoft, Right-M Worksheet
Date: 09/18/2017EntireHouse
Bg LF/LM
eOneStopCoolingandHeatingPan: LHG
7225 Saridscove Court, Wirler Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.0neStopCoolirg.com Licerise: CAC032444
1 Room name Entire House FOY
2 Exposedwall 265.5 ft 18.5 ft
3 Room height 9.1 ft d 9.3 ft heat/bool
4 Room dimensions 5.5 x 13.0 ft
5 Room area 2079.0 ft' 71.5 ft'
Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load
number Btuht-fl Btuh/ft2) or perimeter ft) Btuh) or perimeter ft) Btu h)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 1213-0sw 0.097 n 2.31 2.89 261 227 524 655 0 0 0 0
4A5-2om 0.550 n 13.09 13.51 30 0 393 0 0 0 0
4B5-2frn n 12.85 13.78 4 0 51 55
26
0 0
13A-4ocs 0.143 n 3.40 3.00 270 176 598 0 0 0 0
11 t::G" 4A5-2om 0.550 n 13.09 13.51 30 0 393 405 0 0 0 0
4A5-2omd 0.580 n 13.80 16.02 64 0 883 1025 0 0 0 0
VL
1213-0sw, 0.097 e 2.31 2B9 423 404 933 1166 0 0 0 0
4A5-2om.1,; e 12.85 29.73 0 51 119 0 0 0 0
4A5-2om 0.550 e 3.09 27.55 15 0 196 413 0 0 0 0
13A-4ocs 0.143 e 3.40 3.00 391 379 1289 1134 121 109 371 326
4135-21m 0.w e 12.85 29.73 8 0 103 238 8 0 103 238
4135-2frn O.W e 12.85 29.73 4 0 51 119 4 0 51 119
1213-0sw 0097 s, 2.31 2.89 261 234 5 40 675 0 0 0 0
4A5-2om 0.540- s' 12.85 13.78 12 12 154 165 0 0 0 0
4 -2omA5 0.550- s 13.09 13.72 15 12 196 206 0 0 0 0
13A-4ocs 0.143 s 3.40 3.00 88 58 199 175 51 27 92 81
4135-21m 0.540 s 12.85 13.78 6 6 77 83 0 0 0 0
11DO 0.390 s 9.28 12.54 24 24 223 301 24 24 223 301
1213-0sw 0.097 w 2.31 2.89 423 404 933 1166 0 0 0 0
4A5-2om 0.540 w 12.85 4 0 51 0 0 0 0
4A5-2om w, 27.55 15 O 196 413 0 0 0
W 13A-4ocs 0.143 w
13.09
3.40 3.00 307 307 1045 919 0 0 0 0
12C-0sw 0 .091 1.57 265 244 528 7 0 0 0 0lt-'D 11DO 0.390 n 9.28 12.54 21 21 198 267 0 0 0 0
C 1613-30ad 0.032 0.76 1.78 1222 1222 931 2176 50 38 88
F 19A-Obscp- 0.295 2.64 2.06 100 100-- 264 206 0 J 0 0 0
F 19C-1 9csCp-, 0.049 0.40 0.32 175 175 71 55 0 0 0 0
22A-cp m 1.180,
Z
7':
28.08 0.00 947 114 31'88 0 72 19 0
61 c) AED excursion 0 1 1 53
Envelope loss/gain 14258 13571 1397 1206
12 a) Infiltration 3384 1355 240 96
b) Room ventilation 0 0 0 0
13 Internal gains: Oocupants@ 230 5 1150 0 0
Appliances/other 17001 0
Subtotal (lines 6 to 13) 17643 1 T776 16381 1303
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 1638 1303
14 Subtotal 17643 1 T776 0 0
15 Ductloads 1 1 % 39% 25321 6984 14% 39% 0
Total room load 1 20175 24760 0 0
Air required (cfm) 01 13671 1 1 0 0
Calculations approved by ACCA to meet all requirements of Manual J8th Ed.
201 8-Nov-1 2 09.42:19
Right-Sulte@ Universal 2018 18.0.31 RSU1 6877 Page 1
4CC P, ...p\TEMP PRINT\Lot 196 Tribeca B LHG Loft- W.rup Calc = MJ8 Front Door faces: W
wrightsoft, Right-JO Worksheet Job: Lot 196 Tribeca B LHG Loft - W
Entire House
Date: 09/18/2017
M: LF/LM
zOneStopCoolingandHeatingPan: LHG
7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.com License: CAC032444
1 Room name HALL MBED
2 Exposed wall 3.5 ft 26.5 ft
3 Room height 9.0 ft heaV000l 9.0 ft heaVoDol
4 Room dimensions 1.0 x 153.3 ft 1.0 x 181.3 ft
5 Room area 153.3 ft2 181.3 ft2
Ty Construction U-value Or HTM Area (ft2) Load Area (ft) Load
number Btuh4r--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 12B-Osw 0.097 n 2.31 2.89 0 0 0 0 135 105 242 303
4A5-2om 0.550 6 13.09 13,51 0 0 0 0 30 0 393 405
0.540 n 12.85 13.78 0 0 0 0 0 0 0 0
13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0
11 T-G 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0
4A5-2omd 0.580 n 13.80 16.02 0 0 0 0 0 0 0
239
0
12B-Os v 0.097 e' 2.89 32, 32 73 91 104 104 299
4A5-2om 0.540 e
2.31
12.85 29.73 0 0 0 N 0 0 0
G 4A5-2om 0.550 e 13.09 27.55 0 0 O 0 0 0 0 0
13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0
4B5-2fm 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0
4135-21m 0.540 e 12.85 29.73 0 0 0 0 0 0 0
12B-Osw 0.097 s 2.31 2.89
0
0 0 0 0 0' 0 0 0
4A5-2om 0.540 12.85 1 3.78 0 0 0 0 0 0 0 0
4A5-2orn 0.550
s,
S, 3.09 13.72 0 0 0 0 0 0 0
0.143 s 3.40 3.00 0 0 0 0 0 0 0 0
1:::
13A-4ocs
G 4135-21m 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0
D 11DO 0.390 s 928 12.54 0 0 0 0 0 0 0 0
2B1 Osw 0.097 w, 2.31 2.89 0 0 0 o o 0 b 0
4A5-2om 0.540 w 12.85 29.73 0 0 0 0 0 0 0 0
4A5-2om w 13.09 27.55 0, 0 0 0 0 0 0
W 13A-Zlo
0.550
0.1 3 w'- 3.40 3.00 0 0 0 0 0 0 0 0
PL 001 217 1.57 0 0 0 0 0 0 0
D
12C-O
1 1 DO 0.390 n 9.28 12-54 0 0 0 0 0 O- 0 0
I
C 16B-30ad 0.032 0.76 1.718 153 f53 117 273 181 181 138 323
F, 1 9A-Obscp-, 0. 952 2.4 2.06 0 0 o o o o, b 0
F 19C-19cscp 0.049 0.40 0.32 23 23 9 7 0 0- 0 0
CIDm 1.180 28.08 0.00 0 0 0 O
j,
0 0 0 0
5v
6 c) AED excursion 91 45
Envelope loss/gain 199 362 1012 1285
12 a) Infiltration 44 18 333 133
b) Room ventlation 0 0 0 0
13 Internal gains: Occupants@ 230 0 0 2 460
Applianoes/other 0 0
Subtotal (lines 6 to 13) 243 3791 1345 1878
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 243 379 16 25
14 Subtotal 0 0 1361 1903
15 Dudloads 14% 39% 0 0 14%1 39%1 1951
Total room load 0 0 1 1 1557 2651
Air required (cfm) 01 01 O 146_
Calculations approved byACCA to meet all requirements of Manual J 8th Ed.
2018-Nov-1 2 09:42:19
Rigli-Suite@Uriversal2Ol8l8.O.31 RSU16877 Page 2
p\TEMP PRIN-RLot 196 Tribeca B LHG Loft- W.rup Calc = MJ8 Front Door faces: W
j . Job: Lot 196 Tri beca B LH G Loft - W
wrightsoft, Right-JO Worksheet
Date: 09/18/2017
Entire House B - LF/LM
One Stop Cooling and Heating 2an: LHG
7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OmStopCooling.com License: CAC032444
1 Room name IvUTH VTOI
2 E)posedwall 5.5 ft 3.5 ft
3 Room height 9.0 It heat/dool 9.0 It heaV000l
4 Room dimensions 1.0 x 81.8 It 1.0 x 17.3 It
5 Room area 81.8 ft2 17.3 ft2
Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load
number Btuftft--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 12B-O'svv';-' 0.097 n 31 2.89 50 114 143 32 28 63 7
4A5 -20-M 0.550 n 13.09 13.51 0 0 0 0 0-"' 0 0E:2 4B5-2fm, 0.540 n . 12.85 13.78 0 0, 0 0 4 0 51 55
13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0
11 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0
4A5-2omd 0.580 n 13.80 16.02 0 0 0 0 0 0 0
1213-0 N 0.097 e. 2.31 2.89 0 0 0 0 0 0 0
4A5-2om.1 0.5-40 e 29.73 0 0'"', 0- 0 0 0 0
0.550 e 13.09 27.55 0 0 0 0 0 0
13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0
4135-2fm 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0
4135-2fm 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0
12B-09N-'' 0.097 s 112.31 2.8 9 0 0 0 0 0 0 o T" 0
G 4M 2om 0 ' 540 s 12 ' 85 13.78 0 0 0 0 0
4A5-2om 0.550 s 13.09 13.72 0 0 0, 0 0 0 1_0 0G
0.143 s 3.44D 3.00 0 0 0 0 0 0 0 0
T:::13A-4ocs
G 4B5-2fm 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0
D, 11DO 0.390 s 928 12.54 0 0 0 0 0
1213-"Os 0.097 W' 2.31 2.89 0 0 0 0 0 0 0 0
G
4A5-2om, - 0.540 w-' 12.85 29.73 0 0 0 0 0 0 0 0
4M-2orn- 0.550 w, I", l 3.0 9 27.55 0 0 0 0
b
0 P 0 0
w
I'll, -
13A-4ocs
I I
0.143 w 3.40
I
3.00 0 0 0
PL D
2c-bsw 7, 7 0.091 J 2.17 157 0 0 o 0 0 0 0 0
11DO- 1 390 rf- 9.28 12.54 0 0 0, 0 0 0 0 0
C 613-.36ad 0.032 0.76 11.178 82 82 62 146 17 3 31
19A-0bscp 0.295 2.64 2.06 43
I
113 88 1'7 7 45 36
F 19C-19cs v 0.049 0.40 0.32 0 0 0 0 0 0 0 0
22A-cpm 1.180 28.68 0.00 0 0 o 0", 0 0 Q 0
7',
6 e) AED excursion 10 5.
Envelope loss/gain 289 3671 174 196,
12 a) Infiltration 69 28 44 18
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
AppliancesVother 0 0
Subtotal (lines 6 to 13) 358 395 2181 213
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 358 395 218 213
15 Ductloads 14% 39% 51 155 14%1 39% 31 84
Total room load 410 550 1 249 297
Air required (cfm) 01 301 01 16
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2018-Nov-1 2 09:42:19
Rig11-SAe6 Unversal 2018 18.0.31 RSU1 6877 Page 3
Al0ffk
p\TEMP PRINTIot 196 Tribeca B LHG Loft- W.rulo Calc = MJ8 Front Door faces: W
CL wrightsoft' Right-JO Worksheet Job: Lot 196 Tribeca B LHG Loft - W
rF Date: 09/18/2017
Entire House
M: LF/LM
zOneStopCoolingandHeatingPan: LHG
7225 Sandscove Coal, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OrieStopCooling.com License: CAC032444
1 Room name MVIC LOFT
2 Exposed wall 16.0 It 11.0 ft
3 Room height 9.0 ft heat/cool 9.0 ft heat/cool
4 Room dimensions 5.0 x 11.0 ft 14.0 x 11.0 ft
5 Room area 55.0 fF 154.0 ft2
Ty Construclion U-value Or HTM Area (ft2) Load Area (ft2) Load
number Btuh4P--F) Btu h/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 V 12B-0sVV 6.b97 n' 9.31 2.89 45 45 104 130 o 0 0 0
4A5-2om 0.550 n 13.09 13.51 0 0 0 0, 0 0 0
4 -2fm--:' B5 0.540 12. 58 1 3.78 0 0 0 0 0 0 0 0
V 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0
1. 1 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0
4A5-2omd 0.580 n 13.80 16.02 0 0 0 0 0 0
o
0
12B-0SN 0.09 7 e 2.31 2.89 0 0 o o o b 0
4A5-2om', O.W e', 12.85 29.73 0 0 0 0 0 0 0 0
4A5-2onn 0.550 e 13.09 27.55 0 0 01 0 O 0 0
13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0
4135-2fm O.W e 12.85 29.73 0 0 0 0 0 0 0 0
4B5-2fm e 12.85 29.73 0 0 0 0 0 o 0
G
12B-'0sN- 0-697 4 s" 2.311 2.89 0 0 0 0 0 0 0
4A5-20m Y 0.540 s 12.85 13.78 0 1' 0 0 0 0 0 0 0
4A572om 0.550 s 13.09 13.72 0 0 0 0 0 0 0
13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0
I 4135-2frn 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0
D 11DO 0.390 s 9.28 12.54 0 0 0 0 0 0 01 0
12B-bsw,, 0.0 7 Zw 2.31 89 99 229 286 99 84 194 242
4A5-26m' 0.540 w 12.85 29.73
99
0 0 0 0 0 0 0 0
P.550 w 13.09 72 .55 0 0 0 0 15 0 11 916 413
w 13A-4ocs 0.143 w 3.40 3.00 0 0 0 0 0 0 0 0
12C-bsv 0091 2 ' 17 1.57 0 0 0 o 0 0 0
11bo 0.390 9.28 12. 54 0 0 0 0 0 0 0 0
C 1613-30ad 0.032 0.76 1.78 55 55 42 98 154 154 117 274
F I 9A-Obscp"' 0.295 2.64 2.06 40 4o 106 82 0- 0
F 19C-19csco 0.40 0.32 0 0 0 0 0 0 0 0
F 22A-opm 1.180.,--- M08 0.00
J
0 0 0 0- 0 0 0 0
7
6 c) AED excursion 16 144
Envelope loss/gain 480 580 508 1074
12 a) Infiltration 201 80 138 55
b) Room ventilation 0 0. 0 0
13 Internal gains: Occupants @ 230 0 0 1 230
Appliances/other 0 1 1 0
lines 6 to 13) 681 660 6461 1359
Less external load 0 0 0 01SubtotalLesstransfer0000
Redistribution 0 0 74 116
4 Subtotal 681 660 720 1475
Ductloads 149/61 39-/.j 98 259 14% 39% 103 5791
Total room load 1 79 9201 8 3 2054
Air required (cfm) 0 511 1 01 113
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2018-Nov-12 09.42:19
Right-Suiteg Universal 2018 18.0.31 RSU1 6877 Page 4
A55K
p\TEMP PRIN-RI-ot 196 Tribeca B LHG Loft- W.rup Calc = MJ8 Front Door faces: W
A - Job: Lot 196 Tri beca B LH G Loft - W
PfF wrightsoft, Right-JO Worksheet
Date: 09/18/2017
Entire House
M: LF/LM
zOneStopCoolingandHeatingPan: LHG
7225 Sardscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.rom License: CAC032444
1 Room name BED2 1
2 Exposed %ell 13.0 It 0 ft
3 Room height 9.0 If heaVcool 9.0 It heat/cool
4 Room dimensions 1.0 x 135B It 5.5 x 3.0 It
5 Room area 135.8 R2 16.5 it'
Ty Construction U-value Or HTM Area (ft) Load Area (ft2) Load
number Btu"--F) Btjh/ft2) or perimeter ft) Btuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 V[-::,
G
1213-0 0.097 n 2.31 2.89 0 0 0 0 0 0 0
4A5-2sowm 0.550 n' 13.09 13.51 0 0 0 0 0 0 0 0
G 0.540 n, 12.85 13,78 0 0 0 0 0 01 0 0
13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0
11 T 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0
4A5-2omd 0.580 n 13.80 16.02 0 0 0 0 0 0 0
0.097 e 2.31 2.89 117 102 235 0 0 0 0
T:::G 4A5-2orn 0.540 e 29.73 01 0 0 0 0 0 0 0
G 4A!5 2om' 0.550 13.09 27.55 15 0 196,- 413 0 0 0 0
13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0
4135-2fm 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0
4B5-2fM 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0
1213-0sw 0.097 s 2.31 2.89 0 0 0 0 0 0 0
4M 2orn O.W S, 12.85 13. 78 0 0 0 0 0 0 b 0
4A5 2om_' 0.550 s, 13.09 13.72 0 0 0 0 0 0 0
13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0
T:::DG 4135-2fm 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0
11DO 0.390 s 928 12.54 0 0 0 0 0 0 0
41 1213-b6k 0.d97 w 2.31 2.89 0 0
0
0 0 0 0 0 0
L -r 4A5-2orn 0.540 w 12.85 29.73 0 0 0 0 0 0 0 0
E 4A5 -2orn 0.550 w 13.09 27.55 0 0 0 j 0 0
0
0
VV 1 A-4ocs 0.143 w 3.40 3.00 0 0 0 0 0 0 b
12C-06k' 0.091 2117 1 57 0", 0 0 0 0"', 0 0
11DO O.390 h 9'28 12.54 0 0 0 o 0 0, 0 0
C 1613-30ad 0.032 7 0.76 1.78 136 136 103 242 17 17
0
13
F
11 1 '' I 1 11'; I -
19A-Obscp 0295 2.64 2.b6',,
11 1 ,
0 0 0 0 0 0
F 19C-19c' 0.049 0.40 0.32 0 0 0 0 0 0 0
M22A-'cp' 1.180 28.08 0.00
J,
0 0 , 0 0 0 0 b
7- "A
0
2
6 c) AED excursion 52
Envelope loss/gain 535 1001 13 29
12 a) Infiltraton 163 65 0 0
b) Room ventilation 0 0. 0. 0
13 Internal gains: Occupants @ 230 1 230 0 0
Appliances/other 0 0
Subtotal (lines 6 to 13) 699 1296 1 13 29
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 49 85 13 29
14 Subtotal 747 1381 0 0
15 Ductloads 1 14%1 39%1 107 543 141% 39%1 01 0
Total room load I I 1 855 19124 1 0 0
Air required (drn) 0 1 061 0 0
Calcu I ations approved by ACCA to m eet al I requ i rem ents of M an ual J 8th Ed.
rw 2018-Nov-1 2 09:42:19
Rigft-Suiteg Universal 2018 18.0.31 RSU1 6877 Page 5
p\TEMP PRIN RI-ot 196 TribeGa B LHG Loft - W.np Calc = MJ8 Front Door faces: W
j . Job: Lot 196 Tribeca B LHIG Loft - W
Pf:F wrightsoft, Right-JO Worksheet
Date: 09/18/2017
Entire House
M: LF/LM
eOneStopCoolingandHeatingPan: LIHG
7225 Sandscove Court, Winter Park, FL. 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCooling.com License: CAC032444
1 Room name LAU N BTH2
2 Exposedwall 14.5 It 6.0 ft
3 Room height 9.0 ft heaVcool 9.0 ft heat/cool
4 Room dimensions 6.0 x 8.5 ft 6.0 x 6.0 ft
5 Room area 51.0 fIQ 36.0 ft2
Ty Construction U-value or HTM Area (ft) Load Area 011) Load
number BtuMF--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 V, 1213-0svv, 0.097 n 2.31 2.89 0 0 0 0 0 0 0
4A5-2om', 0.550 ' n l 3.09 13.51 0 0 0 0 0 0 0 0L,G
4135-2frn 0.540 _n 12.85 13.78 0 0 0 0 0 0 0
V 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0
1 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0
4A5-2omd 0.580 n 13.80 16.02 0 0 0 0 0 0 0
1213-0sw 0.097 2.31 2.89 77 73 167 209 0 0 0
4A5-2om 0.540 'e 12.85 29.73, 4 0 51 119 0 0 0
4A572om 0.550 e, 13.09 27,55 0 0 0 0 0 0 0
13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0
4135-21m 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0
4135-2frn 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0
V9 1213-0SN' 01.697 S 2.31 2.89 54 54 125 15 6 0 0 0 0
L-GG 4A5-2 07 0.5
1
40 -s 12.85 13.78 0 0 0 0 0 0 0 0
4A5-20m", 0.550 s 13.09 13.72 0 0 0 0 0 0 0 0
L13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0
G 4135-2frn 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0
D 11DO 0.390 s 9.28 12.54 0 0 0 0 0 0 0 0
1213-0sw 0.097 'w' 2.31 289 0 0 0 0 54 54 126 156
4A5-2om 0.540 w, 12.85 9.73 0 0 0' J 0 0 0 0 0
4A5-2om 0.550 W, 27.55 0 0 0 0 0 0 0 0
V' 13A--4ocs 0.143 w
13.09
3.40 3.00 0 0 0 0 0 0 0 0
P 12C-0sw 0.091 2.17 1.87 , 0 0 0 0 0 0 0LD11DO0.390 928 12.54 0- 0 0 0 0 0 0
C 16B-30ad 0.032 0.76 1.78 51 51 39 91 36 36 27 64
F7, 19 A-Obscp 0295 2.64 06 0 0 0 0 0 0 0 0
F lgc-lgcscp 0.049 0.40 0.32 0 0 0 0 0 0 0 0
F
71,
22A
7
28.08 0.00 0 0
a,
0 0' 0 0 0
7,
7" 7
6 c) AED excursion 0 6
Envelope loss/gain 382 575 152 214
12 a) Infiltration 182 73 75 30
b) Roomventilation 0 0 0. 04"
13 Internal gains: Occupants @ 230 0 0 0 0
Appliances/other 500 0
Subtotal (lines 6 to 13) 565 1148 2271 244
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 548 594 28 43
14 Subtotal 11 12 I 1742 255 288
5115 Ductloads 14% 39% 1 60 685 14%1 39% 37 113
0TotalroomI ad 1272 2427 292 401
Air required (cm) 01 134 01 22
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
fi- 2018-Nov-1 2 09.42:19
Ri g ht- S uiteg U rive rsal 2 018 18.0.31 RS U 168 77 Page 6
p\TEMP PRINTLot 196 Tribeca B LHG Loft - W.rup Cale = MJ8 Front Door faoes: W
wrightsoft, Right-M Worksheet Job: Lot 196 Tri beca B LH G Loft - W
Entire House
Date: 09/18/2017
LF/LM
One Stop Cooling and Heating BP a n: LHG
7225 Saridscove Court, Wi ter Park, FL 32792 P hone: (407) 629 - 6920 Fax:(407)629-9307 Web: wwvv.OreStopCoolirxj.com Lice rise: CAC032444
1 Room name T012 BED4
2 Exposedvell 6.0 ft 36.0 ft
3 Room height 9.0 ft heat/cool 9.0 It heat/cool
4 Room dimensions 6.0 x 6.0 ft 1.0 x 146.3 ff
5 Room area 36.0 fI2 146.3 ft'
Ty Construction U-value Or HTM Area (ft2) Load Area (ft) Load
number BtuM!L0q 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 1213-0sw 0.097 n-- 2.31 2.89 0 0 0 0 0 0 0 0
G 4A5-2om 0.550 n- 13.09 13.51 0 0 0 0 0 0 0
1 4135-2fr. 01540 n 12.85 13.78 0 0 0 0 0 0 0 0
1
13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0
1 4A5-2am 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0
4A5-2omd n 13.80 16.02 0 0 0 0 0 0 0 0
1213--O k'
10.580
0.097 2.31 2.89 0 0 0 0 95" 95 2'18 273
t' 4A5-2om 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0
4A5-2om,-' 0.550 13.09 27.55 0 0 0 0 0 0 0
13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0
4135-2fm 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0
4135-2frn 0.540 o 12.85 29.73 0 0 0 0 0 0
98
0 0
VL
12B-Osw,,,,, 0.097 s 2.31 0 0 0 0 113 225 281
4A5-26m 6.40 s" 12.85 13.78 0 0 0 0 0 0 0 0
4A5-2om, 0.550,_ s 13.09 13.72 0-, 0 0 0 15 12 196 206
0.143 s 3.40 3.00 0 0 0 0 0 0 0 0
T:::
13A-4ocs
G 4135-2frn 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0
D 11DO 0.390 s 9.28 12.54 0 0 0 0 0 0 0 0
1212-Osvv 0.097 w 2.31 2.89 54 50 144 117 117 338
T 4A5-2om 0.540 w, 12.85 29.73 4'j 0 51 119 0 0 0 0
4A5-2om,,.,, 0.550 w 13.09 27.55 0 0 0 0 0 0 0
W 13A-46cs' 0.143 w 3.40 3.00 0 0 0 0 0 0 0
PL ' 12C-'O* 0.091 2.17 1.57 0 0 0 0
0
0 0 0
D 0.390 n 9.28 12.54 0 0 0 0 0 0 0
C 1613-30ad 0.032 0.76 1.78 36 36 27 64 146 146 11,11
F f9A-Ob# 0.295 2.64 2.06 0 0' 0 0 0 0 0
F 19C-19= 0.049 0.40 6 6 2 2 146 59
2?A-cpm 1.180 28.08
10.32
0.00 0 0 o 0 0 0 0 0
61 c) AED excursion 1 45 40
Envelope loss/gain 197 374 1080 1364
12 a) Infiltration 75 30 452 181
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) 272 4041 1533 1 T75
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 28 43 42 65
14 Subtotal 300 447 1574 1841
15 Ductloads 140/6 391/6 43 176 149/6 39%1 2261 7231
Total room load 3 623 18001 2564
Air required (cfm) 0 341 0 142
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
fia- 2018-Nov-1209.42:19
Rig [I -Suite@ Unversal 2018 18.0.31 RS U1 6877 Page 7
p\TEMP PRlNT\Lot 196 Tribeca B LHG Loft - W.rup Calc = MJ8 Front Door faces: W
AL Job: Lot 196 Tri beca B LH G Loft - W
rF wrightsoft, Right-JO Worksheet
Date: 09/18/2017
Entire House
R: LF/LIVI
2OneStopCoolingandHeatingPan: LIHG
7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: www.OneStopCooling.com License: CAC032444
1 Room name STR2 DIN
2 Exposedwall 10.5 ft 23.0 It
3 Room height 9.0 It heaVoDol 9.3 It heaVoDol
4 Room dimensions 1.0 x 68.0 It 12.5 x 10.5 ft
5 Room area 68.0 ft' 131.3 It'
Ty Construdon U-value Or HTIVI Area (ft) Load Area (ft2) Load
number Btufvft--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 V[ 1213-'O vV' 0.097 ri 2.31 2.89 0 0 0 0 0 0 0 0
4A5-2om' 0.550 n 13.09 13.51 0 0 0 01 0 0 0 0
4135-2fm O.W n" 12.85 13.78 0 0 0 0 0 0 0 0
13A-4ocs; 0.143 n 3.40 3.00 0 0 0 0 116 52 178 157
1 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0
4A5-2o md 0.580 n 13.80 1 6.02 0 0 0 0 64 0 883 1025
VL 12B-0sw 0.097 a 2.31 2.89 0 0 0 0 0 0 0 0
4A5-2om 0.540 e 12.85 29.73
27'55
0 0 0 0- 0 0 0 0
4A5-2om 0.550 e- 13.09 0 0 0 0 0 0 0 0
13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0
4135-2frn 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0
4B5-2fm e 12.85 29.73 0 0 0 0 0 0 0 0
1213-0sw s.' 2.31 2.89 95 83 190 238 0 0 0 0
4Mm2om' 0.540 s 12.85 13.78 12 12 154 165 0 0 0 0
4A5-2om s, 13.09 13.72 0 0 0 0 0 10 0
13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0
4B5-2hn 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0
D 11DO 0.390 s 928 12.54 0 0 0 0 0 0 0 0
1213-0sw, 0.097 w, 2.31 2.89 0 0 0 0 0 0 0 0
4A5-20m 0.540 w 12.85 29.73 0 0 0 0
4A5-2om 0.550 w, 13.09 27.55 0 0 0 0 0 0 0 0
W 3k-486s 0. 143 w 3.40 3.00 0 0 0 0 98 9 332
PL 12C]Osw, 0.091 2.17 157 0 0 0 0 0 0 0 0
D 11M 0.390 n, 9.2 8 12*54 0 0 0 0, j : 0 0,
c 1613-30ad 0.032 0.76 1.78 68 68 52 121 0 0 0 0
F 1'9k-Obsc' p_- 0295 2.64 2.66 0 0 0 0 0 0 0 0
F 19C-19csco 0.049 0.40 0.32 0 0 0 0 0 0 0
646
0
F- 22A-cPm 1.180 28.08 0.00 0 0 0 0 131 23 0
7,
7
6 c) AED excursion -141 -38
Envelope loss/gain 1 396 5111 1 2040 1437
121 a) Infiltration 132 53 2991 120
b) Room ventlation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Appliancestother 0 0
Subtotal (lines 6 to 13) 528 564 2338 1556
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 528 564 0 0
14 Subtotal 0 0 2338 1556
15 Ductloads 14-/.l 39%1 0 0 14%] 39%1 3361 611
Total room load 0 0 1 26741 2168
Air required (cfm) 0 0
Calculations aDDroved bvACCA to meet all requirements of Manual J 8th Ed
rw 1 2018-Nov-1 2 09:42:19
Rig[I-Suite@ Universal 2018 1U.31 RSU1 6877 Page 8
ACCK ...p\TEMP PRINT\Lot 196 Tribeca B LHG Loft - W.rup Calc = MJ8 Front Door faces: W
j . Job: Lot 196 Tribeca B LHG Loft - W
FfF wrightsoft, Right-M Worksheet
Date: 09/18/2017
Entire House
It LF/LM
zOneStopCoolingandHeatingPan: LHG
7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: www.OrieStopCoolirig.com License: CAC032444
1 Room name GATH KIT
2 Exposed wall 53.5 It 14.5 ft
3 Room height 9.3 ft heaV000ll 9.3 It heaVccol
4 Room dimensions 1.0 x 405.0 it 1.0 x 230.8 ft
5 Room area 405.0 it' 230.8 IF
Ty Conshruclion U-value or HTM Area (ft2) Load Area (ft2) Load
number 13tuh/ftL09 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 1213-0sw 0 ' 097 n' 2.31 89 0 U 0 0 0 0 0
4A5-2om 0.550 n: 13.09 3.51113.78
0 0 0 0 0 0 0 0
4 -2fmB5 0.540 n' 12.85 0 0 0 0 0 0 0 0
13A-4ocs 0.143 n 3.40 3.00 153 123 420 370 0 0 0 0
1 4A5-2om 0.550 n 13.09 13.51 30 0 393 405 0 0 0 0
G 4A5-2omd 0.580 n 13.80 16.02 0 0 0 0 0 0
12B-0sw - 0.097 e 2.31 289 0 0 0 0 0 0
G 4A5m2o M' 0.540 e 12.85 29.73 0 0 0 0 0 0
4A5-2om- 1 0,550 e'- 13.09 27.55 0 0 0 0 0 o
13A-4ocs 0.143 e 3.40 3.00 270 270 918 808 0 0 0 0
4135-2frn 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0
4135-2fm 0.540 e 12.85 29.73 0 0 0 0 0 o 0
1213-0sw 0.097 s 2.31 2.89' 0' 1 0 0 0 0 0 0
4A5-2om 0.540 s 12.85 13.78 0 0 0 0- 0 0 0T7GG4A5-2om 0.550 s 13.09 13.72 0 0 0 0 0 0 0
L13A-
4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0
G 4135-2fm 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0
11DO 0.390 s 9.28 12.54 0 0 0 0 0 0D
12E-O 0.097 w 2.89 0 0 0 0 0, 0
0
0 0
4A5-20m, - 0.540 12-85 29.73 0 0 0 0 0 0 0
Lj 4A5-2om, 0.550 yv,,, 13.09 27.55, 1 01 0 0 1, 0 1- 0 0 0
W ' 12A 4n 0.143 w 74 7014 531' 223 135 1351 459 404
16B-30ad 0.032 0.76 1.78 0, 0 0 0 0 0 0
F_ 19A-0bscp,--', 0.295
7
L64 2.06 e-,O
0
0 0 0 T'"j _ 0' 0 o
F 19C-19csc0 0.049 0.40 0.32 0 0 0 0 0 0 0 0
F 22 11.180 28.08 0.00
4
405 54 Z 1502 O 231 15 407 0
71i T
6 c) AED excursion 49 47
Envelope loss/gain 3486 1757 1149 686
12 a) Infiltraton 695 278 188 75
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) 4181 2035 1337 1961
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 661 168 119
14 Subtotal 4842 2 571 1505 2080
15 Duct loads 14% 39% 695 1005 3Tj__ 216 817
Total room load 1 5537 35621 1 17211 2897
Air required (dm) 0 197 01 160
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
F$&- 2018-Nov-1 2 09:42:19
Right-Suiteg Universal 2018 18.0.31 RSU1 6877 Page 9
p\TEMP PRINT\Lot 196 Tribeca B LHG Loft- W.rup Calc = MJ8 Front Door faces: W
wrightsoft, Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OrieStopCoolirg.com License: CAC032444
Job: Lot 196 Tribeca B LHG Loft - W
Date: 09/18/2017
M: LF/LM
P ean: LHG
1 Room name STR1 PWDR
2 Exposed veil 0 It 4.0 It
3 Room height 9.3 ft heat/cool 9.3 ft heat/cool
4 Room dimensions 17.0 x 4.0 It 4.5 x 9.0 It
5 Room area 68.0 ff2 40.5 R2
Ty Conshruction U-value Or HTM Area (ft2) Load Area 02) Load
number BtuhM2--F) BtuW) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 VL21213-0sw 0.097 n 2.31 2.89 0 0 0 0 0 0 0 0
4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0
4B5-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0
V 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0
1. 1 G 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0
4A5-2omd 0.580 n 13.80 16.02 0 0 0 0 0 0 0 0
12B-0sN 0.097 e 2.31 2.89 0 0 0 0 0 0 0 0
4A5-2om 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0
4A5-2onn 0.550 e 13.09 27.55 0 0 0 0 0 0 0 0
t:::
13A-4ocs
G
0.143 e 3.40 3.00 0 0 0 0 0 0 0 0
4135-2frn 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0
G 4B5-2fm 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0
12B-0sw 0.097 s 2.31 2.89 0 0 0 0 0 0 0 0
4A5-2om 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 13.09 13.72 0 0 0 0 0 0 0 0
VL213A-4ocs 0.143 s 3.40 3.00 0 0 0 0 37 31 106 93
4135-2fm 0.540 s 12.85 13.78 0 0 0 0 6 6 77 83
11DO 0.390 s 9.28 12.54 0 0 0 0 0 0 0 0
12B-Osvv 0.097 w 2.31 2.89 0 0 0 0 0 0 0 0
4A5-2onn 0.540 w 12B5 29.73 0 0 0 0 0 0 0 0
4A5-2onn 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0
W 13A-4 CS 0.143 w 3.40 3.00 0 0 0 0 0 0 0 0
R--
L-D
12C-Osw 0.091 2.17 1.57 116 116 252 182 88 88 101 139
11DO 0.390 n 9.28 12.54 0 0 0 0 0 0 0
C 1613-30ad 0.032 0.76 1.78 0 0 0 0 41 41 31 72
F 19A-Obscp 0-295 2.64 2.06 0 0 0 0 0 0 0 0
F 19C-19= 0.049 0.40 0.32 0 0 0 0 0 0 0 0
F 22A-cpm, 1,180 28.08 0.00 68 0 0 0 41 112 0
6 c) AED excursion 4 10
Envelope loss/ga:in 252 178 518 377
12 a) Infiltration 0 0 52 21
b) Room venblation 0 0 0 0
13 Internal gains: Occuipants@ 230 0 0 01 0
Appliancestother 1 0 1 01
Subtotal (lines 6 to 13) 252 178 570 398
Less external load 0 0 0 0
Lesstransler 0 0 0 0
Redistribution 252 178 1061 840
14 Subtotal 0 0 1631 1238
15 Ductioads 1 1 0 39% 0 0 14% 39% 234 486
TotFJ room load 0 0 1865 1725
Air required (cm) 0 0 0 95
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
Rig1ht-SJte@ Uriversal 2018 18.0.31 RSU1 6877 Page 10
Q= lqftt:Vcl 2018-Nov-1 2 09.42:19
Ae;tk ... . . .... ...... -
W.rupp\TEMP PRINT\Lot 196 Tribeca B LHG Loft Calc = MJ8 Front Door faces: W
wrightsofte Duct System Summary Job:
Date:
Lot 196 Tribeca B LHG Lof
09/18/2017
Entire House By: LIFILM
One Stop Cooling and Heating
Plan: LHG
7225 Sardscove court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: mwOneStopCooling.corn Lirense: CAC032444
For: Park Square Homes
Sanford, FL
External static pressure
Pressurelosses
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
0.243 /0.097 in H20
0.145 in/100ft
0 cfm
234 ft
Cooling
0.50 in H20
0.16 in H20
0.34 in H20
0.243 /0.097 in H20
0.145 in/100ft
1367 cfm
T 7- 'U Su p ly. IF` NeWt" hch it, ANBra '' p6ta iT wig,
Name
Design
Btuh)
Htg
cfm)
Clg
cfm)
Design
FR
Diam
in)
HxW
i n)
Duct
Matl
Actual
Ln (ft)
Ftg.Eqv
Ln (ft) Trunk
BED2 G 1924 0 106 0.203 6.0 Ox 0 A Fx 14.5 105.0 st2
BED4 c 2564 0 142 0.190 7.0 Ox 0 M Fx 23.0 105.0 st2
BTI-12 c 401 0 22 0.203 4.0 Ox 0 A Fx 14.5 105.0 st2
DIN c 2168 0 120 0.184 8.0 Ox 0 A Fx 26.6 105.0 SO
GATH c 1781 0 98 0.186 7.0 Ox 0 A Fx 20.7 110.0 sti
GATH-A c 1781 0 98 0.179 7.0 Ox 0 11 Fx 5.6 110.0 sti
KIT c 2897 0 160 0.199 7.0 Ox 0 AFx 17.0 105.0 sti
LAUN c 2427 0 134 0.198 6.0 Ox 0 11 Fx 17.7 105.0 st2
LOFT c 2054 0 113 0.207 6.0 Ox 0 11 Fx 12.3 105.0 st2
VIBED c 2651 0 146 0.145 8.0 Ox 0 AFx 37.2 130.0 st3
MBTH c 550 0 30 0.153 4.0 Ox 0 A Fx 28.9 130.0 st3
MTOI c 297 0 16 0.151 4.0 Ox 0 AFx 30.5 130.0 st3
MWIC c 920 0 51 0.156 4.0 Ox 0 AFx 30.5 125.0 st3
PWDR c 1725 0 95 0.188 4.0 Ox 0 A Fx 19.0 110.0 sti
T012 c 623
1
0
1
34
1
0.199
1
4.0
1
Ox 0 A Fx
1
17.0
1
105.0
1
st2
t
up p [y,'; T-6byUhkDUMUY
Trunk Htg Clg Design Veloc Diam HxW Duct
Name Type cfm) cfm) FIR fpm) in) in) Material Trunk
sti PeakAVF 0 571 0.179 534 14.0 0 x 0 VinlFlx
st3 PeakAVF 0 244 0.145 552 9.0 0 x 0 VinIFIx st2
st2 PeakAVF 0 795 0.145 744 14.0 0 x 0 VinlFlx
wrightsoft, 2018-Nov-1 2 09:42:21
Rig It -Suite@ Universal 2018 18.0.31 RS U 16877 Page I
AC,(>, ...p\TEMP PRIN-RLot 196 Tribeca B LHG Loft- W.rup Calc = MJ8 Front Door fams: W
Grille Htg CIg TEL Design Veloc Diam HxW Stud/Joist Duct
Name Size (in) Cfm) Cfm) ft) FR fprn) in) i n) Opening (in) Matl Trunk
rb4 Ox 0 0 106 51.7 0.188 397 7.0 Ox 0 A Fx
rb3 Ox 0 0 455 60.0 0.162 835 10.0 Ox 0 A Fx rt-I
rbl Ox 0 0 805 67.0 0.145 577 16.0 Ox 0 VII Fx rtl
Name
Trunk
Type
Htg
Cfm)
CIg
Cfm)
Design
F R
Veloc
fpm)
Diam
in)
HxW
in)
Duct
Material Trunk
r1i PeakAVF 0 1260 0.145 578 20.0 0 x 0 VinlFIx
wrightsoft,
2018-Nov-1 2 09:42:21
Rig ht-SuiteSUnversal 2018 18.0.31 RSU16877 Page 2
ACC*. ...p\TEMP PRINT\Lot 196 Tribeca B LHG Loft - W.rLp Calc = MJ8 Front Door faces: W
wrightsofte Static Pressure and Friction Rate Job: Lot1961firibecaBLI-IGI-of
Date: 09/18/2017
Entire House By. LF/LM
One Stop Cooling and Heating
Plan: LHG
7225 Sandscove GoLrt, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCooling.com License: CAC032444
For: Park Square Homes
Sanford, FL
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
Total length 167 67
Total effective length 234
il 1p, 'M
I
INZIMMM M
Heating Cooling
i n/1 00ft) (i n/1 00ft)
Supply Ducts 0.145 OK 0.145 OK
Return Ducts 0.145 OK 0.145 OK
uffi epw Leggl.
Supply 4X=35, 11 A=20, 11 G=5, 11 G=51 11 A=20, 11 G=5, 1 A--35, 11 G=5: Total EL=1 30
Return 6M=20,6A1=10, 5E1=10, 11G=5, 11G=5: TotalEL=50
wrightsoft, 2018-Nov-1 2 0942,21
Rig[I-SLite@ Uriversal 2018 18.0.31 RSU1 6877 Page 1
CCA p\TEMP PRINT\Lot 196 Tribeca B LHG Loft- W.rLp Calc = MJ8 Front Door faces: W
0
Level 1
A
1 OX" 10 - 1OX10-2 98 cfrhW98CfMG
7"
7"
DIN
GATH
HMO-
AF 120 cfm
1 0X8
160 cfm 7"
8" L rojAwF ,LMFI'15 Sup Riser
72
I LO 14
FBB2
KIT1z
AF7P-
F1 FT AFAi2h47FF,
rA
GF1k1VP STR1, T FOY
A/C-1S3 5 NTo
P GF1 8X4 Pwp 16.0 EER H. .
95 cfm 4 1,`
AF
EF1 VrW
L N-J
GARAGE'
WP
EF1 50 CF.IoFan
i --EF-2-80-CFWFan
EF3 110 CFM Fan
EFL1 5b CFM Fan
EFL2 =/80 CFM Fan
E F9/- 110 CFM Fan
VTR = Vent to Roof
VTW=VenttoWall
0 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#: Lot 196 TO beca B LHG Loft - W
Performed by LF/LM for:
ParkSquare HomesISanford, FL
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 :98
Page 1
Right-Suite(D Universal 2018
18.0.11 RSU16202
2018-Apr-11 11:5141
Level 2
16 cfm BTHTOI 5AF
fOPT-1 PRE WIRE
CLG. FA91LITE
wic 8X4
4" 30 rfrn MBED
J; SRB1
f 1OX10-1
8" 146 cfm
i0xib,
1 OX61
113 cfm
30X18
805 ch
BED2
OPT) PRENARIL I PT PRE1WIkEI
G FAMU TE
19 FANkrrE
06qV11
LOFT OXC0
8X4
2j kfrn
20
4
P/
BTH2 14!%F
8 L
4 cW
34C "
I
fm
I'MAFi
F
LAUNI ST
7--
T012 10 Xx 10
Vly
1OX8
142 cfm
1OX10
OFT)PRUNIRE
CLC; TANUTE
BEN
AL
Job #: Lot 196 Tribeca B LHG Loft - W
Performed by LF/LM for:
ParkSquare Homes
Sanford, FL
Zone Damper 1 - 14"
Zone Damper2 -14"
Bypass Damper - 10
EF1 = 50 CFM Fan
EF2 = 80 CFM Fan
EF3 = 110 CFM Fan
EFL1 = 50 CFM Fan
EFL2 = 80 CFM Fan
EFL3 = 110 CFM Fan
VT Vent to-Fk6df
VTVY Vent to Wall I
DV Dryer Vent
RV Range Vent
tLinesp.t.Chase
fhermostat 18/8
SRB = Small Reduction Box
LRB = Large Reduction Box
FBB I.- Field Built Box
I
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 :98
Page 2
Right-Suiteo Universal 2018
18.0.11 RSU16202
2018-Apr-11 11 -.51 Al
RFCORD Copy
9(4
0 V L
4 55 1
LIIV
W-
o"D
DESCRIPTION AS FURNISHED: Lot 196, WYNDHAM PRESERVE, as recorded in Plot Book 81, Pages 9,3
through 102 of the Public Records of Seminole County, Florida.
PLOT PLAN FORICERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation);
Winderweedle, Haines, Word & Woodman, PA; Attorneys' Title
Insurance Fund; Bank of America
LOT 204 LOT 203
S 00016'57" E
60. 00'
I LOT 196
3 4.4 7' 34.47'
15.67'
16. 7'
15.67'
LANAI
15.67'
co
LOT 195 Cl)
PROPOSED RESIDENCE
2087-TRIBECA-8
2 CAR GARAGE LEFT
11.67' COV'D.
3. O'x4. 0' ENTRY
AC
9.3,
15.67' -
k6
15.67' -
C
19.3,
15.6 7' -
16' L
DRIVE
WALK
25.20' 25.20'
SETBACKS AS FURNISHED
FRONT 2'(*)
REAR 20
SIOE 5' (40' LOT)
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
2) IN SUCCESSION AT 20' AND A MINIMUM
OF (2) IN SUCCESSION AT 25'
PROPOSED = FINSHED SPOT GRAOE ELEVATIONS
PER DRAINAGE PLANS
PROPOSED OP41NAGE FLOW
LOT GRADING TYPE A
PROPOSE0 FF. PER PLANS = 23.3'
10' UTIL. ESMT.
5' CONC. WALK
S 00-16'57" E
ATIGHT HEROAT DRIVE
50' PRIVATE ROAD)
NO
LOT 202
F
Cii "I
ZZAL- DEC 1 2
Ok to construct single family home
with setbacks and impervious area
shown on plan. -rr*, J1- c--
9 orate - 4.x*, 3(/,(,ffo Ist,
LOT 197
1 1 143.85' - _P C-0
PLOT PLAN ONLY
PLOT PLAN AREA CALCULATIONS NOT A SURVEY
TOTAL LOT AREA 6,900 ± SQUARE FEET
FLATWORK ONIOFF LOT = TOTAL ± SQUARE FEET FLATWORK
DRIVE 403111 0= 513 ± SQUARE FEET FOUNDATIONIPAD 1,354 ± SQUARE FEET
WALKS 571 300= 357 ± SQUARE FEET REAR PATIO 120 ± SQUARE FEET
SOD 4,9041250 = 5,154 ± SQUARE FEET
FRONT PORCH DECK
POOL DECK
50 ± SQUARE FEET
NIA ± SQUARE FEET
NOTE: FRONT SIDEWALK AND STREET LOCATION TAKEN FROM 'LANS PROVIDED BY CLIENT - NOT FIELD VERIFIED I
CRUSEAIHErER -SCOTT ASSOC, INC - 1,AjVD SURV-P)70RS
LEGEND - LEGEND -
5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-32,32 FAX (407)-658-1436
Pr PL TFIELD PD.L. TYP, POINT ON LINE
TYPICAL NOTES:
P. NN PIPERONROD PR,.C. P -C C. POINT OF REVERSE CURVATURE
POINT OF COMPOUND CURVATURE I THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA 60AREI OF
CR. A CONCRETE MONUMENT RAD. RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRA17VE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES
SET IR 112' f.R. W /KLB 4596 MR. NON -RADIAL 2. UNLESS EJ48OSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY MAP OR COPIES ARE NOT VAUD,
REC RECOVERE D V.P. ViTNESS POINT 3. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS
POINT OF BEGINNING CALC, CALCU ATED OR EASEMENTS THAT AFFECT THIS PROPERTY.
Po N T OF C OMMENCEKENT PRA PERMALENT REFERENCE MONUMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN.
N&D
CENTERLINE
NAIL &OD I Sk FF, B S.L. FIN ISHED FLOOR ELEVATION
BUILDING SETBACK LINE 5 * THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTH R ENTTTY.
R/W RIGHT- F-VA Y BA. BENCHMARK 6. DIMENSIONS SHOWN FCR.THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES.
ESHT. EASEMENT B.B. BASE REARING 7. BEARINGS, ARE BAS,O ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.9)
DRAIN. DRAINAGE B. ELEVAT7()NS. Ii SHOWN, ARE EASED ON NATIONAL cEoDET7c VERTICAL amm or 1929, UNLESS OTHERWISE NOTED.
UTIL, CL,FC. UTILITYC14AIN LINK F ENCE 9, CERTIFICATE OF AUTHORIZAPON N.. 1596.
WD.FC. VOOD FENCE
C/oP.C. CONCRETE BLOCK
PC OF CURVATURE
SCALE I- I" = 20' DRAWN By.-
P.T. DESC. PCjNTTH OF TANGENCY
DESCRIPTION CERTIFI_' bY. DA TE ORDER No.
RADIUS PLOT PLAN 11-05-2018 7359-18
L AR C LENGTH
DCC.B. DELTACHORDCHORD BEARING
NORTH
TIPS BUILDING\ PROPERTY DOES NOT LIE WITHIN
THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM TOM.X GRUSENPEYER, R.' _.S. # 4714
ZONE "X' MAP I 12117CO090 F (09-28-07)
JAMES - W. SCO-T, PA.S # 4801
RECORD Copy
Filename: PARK SQ TRIBECA.rrr
Lighting and Small Appliance/Laundry Circuits
Floor Area SmAppNo LaundNo Line Neutral
1986 2 1
Lighting Summary Standard 5,610 5,610
Optional 10,458 5,610
Ranges & Ovens
Range No. No? Nameplate Line Neutral
1 1 8000
2 0 0
3 0 0
Range/Oven Summary Standard 6,400 4,480 . 3SANIFORDOptional8,000 4,480
Dryers
Dryer No. No? Nameplate Line Neutral
1 5000 8 4 5
2 0
3 0
Dryer Summary Standard 5,000 3,500
Optional 5,000 3,500
Heating and Cooling: Actual Number = 1
Name M? Ph No Amps Volts VA HP Line Neutral
1 M 1 1 22.0 240 5,280 0
1 M 1 1 2.0 240 480 0
1 M 1 1 5.0 240 1,200 0
1 1 1 1 22 240 1 5,280 0
Heat/Cool Summary Standard 12,240 0
Optional 12,240 0
Fixed Appliances: Actual Number = 6
Name M? Ph No Amps Volts VA HP Line 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 Summary Standard 12,960 2,250
Optional 17,280 2,250
Other Appliances: Actual Number 0
Name M? Ph No Amps Volts VA HP. Line Neutral
i
Other Appliance Summary Standard 0 0
Optional 0 0
250-8 of Max Motor:
Line is Std Only; Neutral for Both
Maximum Phase Amps Volts
0
Heat/Cool
1
Phase
22
Amps
240
volts
Fixed Appl. Phase
22
Amps
240
Volts
0
Other Appl. Phase Amps Volts
0
Max Motor Summary
Standard only 1,320 0
SUMMARY
Standard
Line Neutral
Total Total 43,530 15,840
Maximum Amperage 181 66
Service Voltage = 240 Service Phase
Optional Line Neutral
Total Total 34,535 15,840
Maximum Amperage 144 66
Service Voltage = 240 Service Phase = 1
Nil
MiTek
RECORD COPY
RE'. P1986B 2087-T
Park Sq Hm/Tribeca- I 986-2087B
MiTek USA, Inc.
6904 Parke East Blvd.
Tampa, FL 33610-4115
Site Information:
Customer: PARK SQUARE HOMES Project Name: P1 986B 2087-T
Lot/Block: 196 Model: TRIBECA-1 9862087 - B / TRAY
Address: 3957 NIGHT HERON DR. igbdivision: WYNDHAM PRESERVE 60' u'ju'v
City: SANFORD : FLORIDA
General Truss Engineering Crit i%&e6ii%m ads (individual Truss Design Drawings Show Special
Loading Conditions): AI
Design Code: FBC2017/TP12014e0 Design Program: MiTek 20/20 8.1
Wind Code: ASCE 7-10
R
Wind Speed: 140 mph
Roof Load: 40.0 psf # 1 8 - 4 5 5 1 Floor Load: 55.0 psf
This package includes 39 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No Seal# Truss Name Date No Seal# Truss Name Date
1 T14620332 all 7/20/18
2 T14620333 a2 7/20/18
3 T14620334 a3 7/20/18
4 T14620335 a3t 7/20/18
5 T14620336 a4 7/20/18
6 T14620337 a4t 7/20/18
7 T14620338 a5 7/20/18
8 T14620339 a6t 7/20/18
9 T14620340 b1l 7/20/18
10 T14620341 b2 7/20/18
11 T14620342 b3 7/20/18
12 T14620343 cl 7/20/18
13 T14620344 c2 7/20/18
14 T14620345 c3 7/20/18
15 T14620346 Cj 1 7/20/18
16 T14620347 q3 7/20/18
17 T14620348 q3t 7/20/18
18 T14620349 q5 7/20/18
19 T14620350 5t
1
7/20/18
20 T14620351 7/20/18
21 T14620352 d2 7/20/18
22 T14620353 d3 7/20/18
23 T14620354 f1l 7/20/18
24 T14620355 fla 7/20/18
25 T14620356 f1b 7/20/18
26 T14620357 f2 7/20/18
27 T14620358 Q 7/20/18
28 T14620359 f3a 7/20/18
29 T14620360 f5 7/20/18
30 T14620361 f5a 7/20/18
31 T14620362 f6 7/20/18
32 T14620363 ft2 7/20/18
33 T14620364 j5 7/20/18
34 T14620365 j7 7/20/18
35 T14620366 7t 7/20/18
36 T14620367 j5 7/20/18
37 T14620368 kj7 7/20/18
38 T14620369 kJj7t 7/20/18
39 T14620370 mg1 7/20/18
This item has been electronically signed and sealed by Velez, Joaquin using a Digital Signature
Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies
The truss drawing(s) referenced above have been prepared by
MiTek USA, Inc. under my direct supervision
based on the parameters provided by Mid -Florida Lumber Acquisitions, Inc.. Op a 0 - IN `e
Truss Design Engineers Name: Velez, Joaquin E N S
My license renewal date for the state of Florida is February 28, 2019.
Florida COA:6634 No 68182
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.
10 Z
33 STATE OF 44/
0 44/
A-
0 R
Joaquin Velez PE No.68182
MiTek USA, Inc. FIL Cert 6634
6904 Parke East Blvd. Tampa FIL 33610 July 20,2018
I of I Velez, Joaquin
Job Truss Truss Type Qty Ply Park Sq HmfTribeca-1 986-2087BT4 T14620332
P 1 9868_2087-T Al COMMON
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:43 2018 Page 1
ID:3zzrE5595qHBqKdROwR6OYzkwee-yahznRvF—xt4A3LQnnHtY3PpSlo7q9sTnly5krywDPw
7-3-11 144-0 21-4-5 28-8-0 ?9-MlP11JOU-00 7-3-11 7-0-5 7-0-5 7-3-11 , -0-61
4x4
6.00 F1_2
Scale = 1:50.0
3X4 = 44 = 3x4 =
44 —
4X4 =
r49
LOADING (pso SPACING- 2-0-0 cSI. DEFL. in loc) I/defi Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.32 8-10 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BG 0.95 Vert(CT) -0.45 10-13 >767 180
BCLI_ 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.07 6 n/a n/a
BCDL 10.0 Code FBC2017/TP]2014 Matrix -MS Weight: 131 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-3-10 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1 207/0-4-0, 6=1 207/0-4-0
Max Horz 2=148(LC 12)
Max Uplift 2=-379(LC 12), 6=-379(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2018/607,3-4=-1797/600,4-5=-1797/600,5-6=2018/607
BOTCHORD 2-1 0=-584/1760, 8-1 0=-243/1148, 6-8=-448/1760
WEBS 4-8=-2781696, 5-8=-452/339, 4-10=-278/696, 3-10=-452/339
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; Cat. 11; Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-D-0 to 14-4-0, Exterior(2) 14-4-0 to
17-4-0 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, with BCDL = 1 O.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=379.6=379.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473re, 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 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 ANSIITPI1 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 Truss Type Qty Ply Park Sq HmfTribeca-1986-2087B
T14620333
P1986B_2087-T A2 HIP 2
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn Jul 20 09:02:43 2018 Page 1
ID 3zzrE5595qHBqKdROwR6OYzkwee-yahznRvF-xt4A3LQnnHtY3Ps?lsuq5qTnly5krywDF'w
6-9-4 130-0 5-8-0 21-10-12 28-8-0 ?9-8-0,
F-11 '00 6-9-4 _2-12 12_'_0 6-2-12 6-9-4
Scale = 1:50.0
4x8
4x4
0-1
13 12 10 9
3x6 1.5X4 3x4 = 3x4 = 1.5X4 3X6
3x8 =
im -0 5M 21-10-12 28-8-0
LOADING (psf) SPACING- - 2-0-0 CS1.
TCLL 20.0 Plate Grip DbL 1.25 TC 0.50
TCDIL 10.0 Lumber DOL 1.25 BC 0.64
BCLL 0.0 Rep Stress Incr YES WB 0.65
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS
LUMBEIR-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1 207/0-4-0, 7=1 207/G-4-0
Max Horz 2=136(LC 12)
Max Uplift 2=-369(LC 12), 7=-369(LC 13)
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) 0.10 13-16 >999 240 - MT20 244/190
Vert(CT) -0.20 12-13 >999 180
Horz(CT) 0.08 7 n/a n/a
Weight: 152 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-7-4 oc purlins.
BOTCHORD Rigid ceiling directly applied or 7-8-3 oc bracing.
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
TOPCHORD 2-3=-2107/660. 3-4=-1491/543, 4-5=-1256/540, 5-6=-1492/543, 6-7=-2106/660
BOTCHORD 2-13=-559/1822, 12-13=-559/1822, 10-12=-258/1254, 9-1 0 509/1821' 7-9=-509/1821
WEBS 3-13=0/289, 3-12=-6561349, 4-12=-1 33/391, 5-1 0=-1 28/393, 6-1 0=-654/350, 6-9=0/287
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108rnph; TCDL=4.2psf BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to -0-0, Interior(l) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to
15-8-0, Interion(l) 19-10-15 to 29-8-0 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 at=lb)
2=369,7=369.
16
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
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(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 properly incorporate this design into the overall now
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'
fatbricalion, 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, Sufte 312, Alexandria, VA 22314. Tampa, FL 36610
job Truss Truss Type Qty Ply Park Sq HmrFribeca-1 986-2087B
T14620334
P1986B_2087-T A3 HIP 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:44 2018 Page 1
ID:37zrE5595qHBqKdROwR6OYzkwee-QmFL_nvtlE?xoDwcLVo65Hyz59DAZdbe0hifHHywDPv
11-0-0 17-8-0 22-10-12 28-8-0 9-8-0
F-11.-0001 -2-4 i + I
0 5-" 5-2-12 6-8-0 5-2-12 5-9-4 1-0-0
Scale = 1:50.0
4x8 MT20HS =
22 23
4x4 =
f49
13 12 . . lu
3x4
1 X4 3X4 =
3.4
3x8 MT20HS 1 X4 3x4
11-0-0
LOADING (psf]i SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate drip DOL 1.25 TC 0.74 Vert(LL) 0.09 10-12 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) 0.21 10-12 >999 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.08 7 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 146 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-0-7 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 7-10-6 oc bracing.
WEBS 2x4 SP No.3 WEBS 1 Row at mid pt 4-10
REACTIONS. (lb/size) 2=1207/0-4-0, 7=1207/0-4-0
Max Horz 2=1 17(LC 12)
Max Uplift 2=-351 (LC 12), 7=-351 (LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2145/706, 3-4=-1660/605,_4-5=-1427/595, 5-6=-1660/605, 6-7=-2145/706
BOTCHORD 2-13=-55011863, 12-13=-550/1863, 10-12=-348/1427, 9-10=-559/1863, 7-9=-559/1863
WEBS 3-12=-510/289, 4-12=-99/421, 5-1 0=-77/421, 6-1 0=-510/290
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; Cat. 11; Exp B; Encl.,
GCpi=O.l 8; M\A(FRS (envelope) gable end zone 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
21-10-15, Interior(l) 21-10-15 to 29-8-0 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=351,7=351.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
WARNING - Wrilyd-ignp.rameters 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
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 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 Cty Ply Park Sq HnVTribeca-1 986-2087B
T14620335
P 1 986B_2087-T A3T SPECIAL 1
Job Reference (optional)
Mid -Florida Lumber, Barlow, FL. 8. 130 s Mar 11 2018 MiTek Industries, Inc. Fn Jul 20 09:02:45 2018 Page 1
ID:3zzrE5595qHBqKdROwR6OYzkwee-uzpjB7wVWY7oQNVpuCKLeUV78ZVV\A2emFLRCpjyWDPu
34 _7_1' 11-0-0 12-8-12 17-8-0 22_-10-12 28-8-0 ?9-8-01
2 _i, 4-11-4 _2_,2 -944_41 4-4-6 1-8-12 5
Scale = 1:49.9
See Note 1 for 6.00 5_2
4x8
1.5x4 11
Scab Attachment 4 5 26 27
4x8 =
4x12 =
3x4 =
1.5X4 11 3x10 = 1.5X4 11 3x4 =
11-0-0 12 2 17-%0 22-10-12 288-0
2-1-4 11-1 4-4-6 -8-12 5-2-12 5 9
LOADING (psl]j.: SPACING. 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.78
TCDL 10.0 Lumber DOL 1.25 BC 0.82
BCLL 0.0 Rep Stress Incr YES WB 0.50
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS
LUMBER-
TOPCHORD 2x4 SP No.2 *Except*
1-3: 2x6 SP No.1
BOTCHORD 2x4 SP No.2 *Except*
2-13: 2xiS SP No.1, 5-12: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x6 SP No.1
LEIR SCAB 1-3 2x6 SP No.1 one side
DEFL. in (loc) I/defl L/d
Vert(LL) -0.18 15-20 >999 240
Vert(CT) -0.37 15-20 >923 180
Horz(CT) 0.22 8 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 191 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-9-4 oc purlins.
BOTCHORD Rigid ceiling directly applied or 8-1-1 oc bracing.
REACTIONS. (lb/size) 1=1161/0-4-0, 8=1203/0-4-0
Max Horz I =-1 26(LC 17)
Max Uplift 1=-310(LC 12), 8=-349(LC 13)
FORCES. (b) -Max. Comp./Max. Ten. -All forces 250 (D) or less except when shown.
TOPCHORD 1-2=-511/218, 2-3=-2859/874, 3-4=-1971/660, 4-5=-1793/656, 5-6=-1795/658,
6-7=-1644/576, 7-8=-2141/670
BOTCHORD 2-15=-697/2634, 14-15=-692/2609, 13-14=-388/1715, 10-1 1=-527/1861, 8-10=-527/1861
WEBS 3-14=-1 034/415, 4-14=-1 53/542, 4-13=-1 38/290, 11-13=-314/1303, 6-13=-1 77/588,
7-11 530/292, 3-15=-74/405
NOTES-
1) Attached 7-8-13 scab 1 to 3, front face(s) 2x6 SP No.1 with 2 row(s) of 10d (0.131 "x3") nails spaced 9" o.c.except : starting at 2-11-7
from end at joint 3, nail 2 row(s) at 3" o.c. for 2-11-3.
2) Unbalanced roof live loads have been considered for this design.
3) Wind: ASCE 7-110 Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, Cat. 11; Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-0 to 3-3-0, Interion(l) 3-3-0 to 11-0-0, Exterior(2) 11-0-0 to
20-8-0, Interior(l) 20-8-0 to 29-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=11.60 plate grip
DOL=11.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 1 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except at=lb)
1 =310, 8=349.
A 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 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 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.
IT
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
MiTek*
6904 Parke East Blvd.
Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hmrrribeca-1986-2087B
T14620336
P1986B_2087-T A4 HIP 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTelk Industries, Inc. Fri Jul 20 09:02:46 2018 Page 1
ID:3zzrE5595qHBqKdROwR6OYzkwee-M9N6PSx7HsFelX3?SwraAjlODzrDla2vU?BmLAywDPt
4- 9-0-0 144-0 19-'_0 T'0_' 2 28-8-0 29-mj94 - F"Mo I Z-2-12 54-0 14-0 4.2-12 4-94 TTD
4X4 =
4x8
1.5X4 11
21 5 22
4x8 =
13
1 —
I I I u
3x4
3x4 =
3x8 = 3x4 =
Scale = 1:50.0
4x4 —
LOADING (pso. SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.15 13-16 999 240 MT20 244/190 -
TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(CT) 0.34 13-16 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.17 Hor7(CT) 0.08 8 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 145 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1207/0-4-0,8=1207/0-4-0
Max Hor7 2=97(LC 12)
Max Uplift 2=-329(LC 12), 8=-329(LC 13)
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-8-5 oc purlins.
BOTCHORD Rigid ceiling directly applied or 7-6-3 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2132/762, 3-4=-1831/646, 4-5=-1835/709, 5-6=-1835/709, 6-7=-1831/646,
7-8=-2132/762
BOTCHORD 2-13=-609/1884, 11-13=-412/1588, 10-11 =419/1588, 8-1 0=-617/1884
WEBS 3-13=-346/246, 4-13=-70/408, 4-11 =-1 96/418, 5-11 =-366/223, 6-11 =-1 96/418,
6-10=-70/408, 7-10=-346/247
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; Cat. 11; Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterjor(2) -1-0-0 to -0-0, Interion(l) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to
24-0-11, Interjor(l) 24-0-11 to 29-8-0 zone;C-C for members and forces & M\AfFRS 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=329,8=329.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FIL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
WARNING - Verify de,sig. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
De sign 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 andlor 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, FIL 36610
Job Truss Truss Type Qty Ply Park Sq HnVTribeca-1 986-20876
T14620337
P1986B_2087-T A4T SPECIAL 1
Job Reference (optional)
Mia-Flonoa Lumber, bar(OW, t-L. o*- I I —I I I — 10 IVII I — I 1 111- r I I — LU --- — IQ -9 I
ID:3zzrE5595qHBqKdROwR6OYzkwee-rLxUcoyl29NVfgeBOdMpjvaTeNCOmvt2ifwJtcyWDPs
7-_10 2-0-60 1 12 4; -'122 1 16-2-6 19-8-0 2-10-12 1-8-0 P-M
2_3' 3_' 3_ 3 -10
1 -
5-10 _2_,2 4_" 3-5 3
Scale = 1:49.9
See Note 1 for
Scab Attachment
5X8
1.5X4 3X4 = 4x8
26 4 28 5 6 29 7
2X4 11 1.5x4 11 14 1J lZ I I
4x12 1.5x4 4xl 0 3x4 1.5X4 3x4i
10 0 132 -1122 16-_16 115M 2,1 - I
2
1112
4-9-4
1
3: 2_,2
Plate Offsets (X,Y)— [2:0-7-8,Edgel, [4:0-6-0.0-2-81, [7:0-5-4,0-2-01, fl970-1-4,0-1-01
LOADING (psf) SPACING- 2-0-0 CS1. DEFIL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.78 Vert(LL) -0.18 15-16 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.36 15-16 >947 180
BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.21 9 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 199 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 *Except* TOPCHORD Structural wood sheathing directly applied or 3-8-9 oc purlins,
1-4: 2x6 SP No. 1 except end verticals.
BOTCHORD 2x4 SP No.2 *Except* BOTCHORD Rigid ceiling directly applied or 7-10-12 oc bracing.
2-15: 2x6 SP No.1, 5-14: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
18-19: 2x4 SP No.2
OTHERS 2x6 SP No.1
LBR SCAB 1-4 2x6 SP No.1 one side
REACTIONS. (lb/size) 1=1161/0-4-0,9=1203/0-4-0
Max Horz 1 =-1 07(LC 17)
Max Uplift 1=-288(LC 12), 9=-327(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-511/197, 2-3=-3256/1009, 3-4=-2325/760, 4-5=-2307/805, 5-6=-2292/800,
6-7=-1 771/662, 7-8=-1 796/626, 8-9=-2182/699
BOTCHORD 2-17=-844/3062, 16-17=-844/3062, 15-16=-508/2036, 12-13=-407/1557, 11-12=-562/1906,
9-11 562/1906
WEBS 4-16=-1 56/614, 4-15=-1 90/448, 13-15=-445/1703, 6-15=-216/754, 6-13=-757/287,
7-13=-1 74/430, 7-12=-87/308, 8-12=412/231, 3-17=-69/345, 3-16=-1 1651408
NOTES-
1) Attached 10-2-10 scab I to 4, front face(s) 2x6 SP No. 1 with 2 row(s) of I Od (0. 131 "x3") nails spaced 9" o.c.except : starting at 1-8-6
from end at joint 1, nail 2 row(s) at 3" o.c. for 2-11-3. This item has been
2) Unbalanced roof live loads have been considered for this design. electronically signed and
3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl., sealed by Velez, Joaquin, PEGCpi=O.l 8; MWFRS (envelope) gable end zone and C-C Exterjor(2) 0-2-0 to 3-3-0, Interior(l) 3-3-0 to 9-0-0, Exterior(2) 9-0-0 to
DOL=1.60 using a Digital Signature. 22-8-0, Interion(l) 22-8-0 to 29-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber plate grip
DOL=1.60 Printed copies of this
4) Provide adequate drainage to prevent water pording. document are not considered
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed and sealed and the
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 signature must be verified
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 1 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify on any electronic copies.
capacity of bearing surface.
Joaquin Velez PE No.68182
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) MiTek USA, Inc. FL Cert 6634
1=288,9=327. 6904 Parke East Blvd. Tampa I'L 33610
Date:
July 20,2018
WARNING verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
D '5ign 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 fat
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 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 Qty Ply Park Sq HmrTribeca-1 986-2087B
T146203
P1986B2087-T A5 HIP 1
all
Mid-Floncla Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:48 2018 Page 1
ID:3zzrE5595qHBqKdROwR6OYzkwee-JYVsq8yNpTVVMHqDNaLt2F76dnmVgVKOCxJgsQ2ywDPr
1-M 7 16-9-15 21-8-0 2T4101212
I
1 8-00-0
4-11-13 4-10-1 _2_ 3 4-10-1' 1 0 3-11 2-12
Scale = 1:50.0
5x5 =
3x4 = 1.5x4 11 5x5 =
r_.1_
4 D 20 21 . 22 23 7
6.00
1.5x4
x1.5x4
3 8
A
9
15 14 13 24 25 12 26 27
11
3x8
3x4 6x8 MT20HS 4x8 3x4 3x8
4x6 =
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
7-0-0 11-10-1 21-8-0 28-8-0
7-0-0 4-10-1 4-10-1 7-0-0
ts(X,Y)— [4:0-2-8,0-2-41.[7:0-2-8,0-2-41,[9:0-2-10,0-1-81
LOADING (psf)
TC LL 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 FBC2017fTP12014
CS1.
TC 0.82
BC 0.92
W3 0.82
Matrix -MS
DEFL. in (loc) I/defl Ud
Vert(LL) -0.25 12-14 >999 240
Vert(CT) -0.50 12-14 >691 180
Horz(CT) 0.11 9 n/a n/a
PLATES
MT20
MT20HS
Weight: 169 lb,
GRIP
244/190
187/143
FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 *Except* TOPCHORD Structural wood sheathing directly applied or 2-2-2 oc purlins.
4-7: 2x4 SP No.1 BOTCHORD Rigid ceiling directly applied or 6-2-15 oc bracing.
BOTCHORD 2x6 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1981/0-4-0,9=2210/0-4-0
Max Horz 2=78(LC 10)
Max Uplift 2 556(1_C 5), 9=-687(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3960/1188, 3-4=-3768/1153, 4-5=-5021/1624, 5-6=-5019/1687, 6-7=-5019/1687,
7-8=-4287/1413, 8-9=-4477/1440
BOTCHORD 2-15=-1 062/3521, 14-15=-988/3318, 12-14=-1 552/5021, 11-12=-1 17513779,
9-11 =-1 241/3980
WEBS 4-15=-59/286, 4-14=-766/2161, 5-14=-419/287, 6-12=-576/368, 7-12=-549/1571,
7-11 =-1 17/620
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; Cat. 11; Exp B; Encl.,
GCpi=0.18, MWFRS (envelope) gable end zone, 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) na This item has been
electronically signed and
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by Velez, Joaquin, PE7) * 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
using a Digital Signature. 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 at=lb) Printed copies of this
2=556,9=687. document are not considered
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 97 lb down and 106 lb up at signed and sealed and the
13-7-4, 97 lb down and 106 lb up at 15-7-4, 97 lb down and 106 lb up at 17-7-4, and 97 lb down and 106 lb up at 19-7-4, and 187 signature must be verifiedlbdownand207lbupat21-8-0 on top chord, and 778 lb down and 219 lb up at 12-9-8, 66 lb down at 13-7-4, 66 lb down at
15-7-4, 66 lb down at 17-7-4, 66 lb down at 19-7-4, and 66 lb down at 21-7-4, and 268 lb down and 100 lb up at 21-8-0 on bottom On any electronic copies.
chord. The design/selection of such connection device(s) is the responsibility of others. Joaquin Velez PE No.88182
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
A 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 design parameters and properly incorporate this design into the overall NNW
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
Mffek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate InsMute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sci Hm/Tribeca-1986-2087B
T14620338
P1986B2087-T A5 HIP 1
Job Reference (optional)
Mid -Florida Lumber, Barlow, FIL. 8,13U s mar 11 Zulu Mir I eK Industries, Inc. V n Jul ZU U9:UZ:46 ZUlb Hage z
ID:3z.zrE5595qHBqKdROwR6OYzkwee-JYVsq8yNpTWMHqDNaLt2F76dnmVgVKOCxJgsQ2ywDPr
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-60, 4-7=-60, 7-10=-60, 2-9=-20
Concentrated Loads (lb)
Vert: 7=-140(F) 13=-778(F) 11 =-309(F=-41) 20=-97(F) 21 =-97(F) 22=-97(F) 23=-97(F) 24=41 (F) 25=-41 (F) 26=-41 (F) 27=41 (F)
A WARNING . Verify design parameters and READ NOTES ON THIS AND INCL.UDEDMITEK REFERENCE PAGE MII-7473 re, 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 F=q E3
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall saff
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 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 Truss Type Qty Ply Park Sq Hn-dTribeca-1 986-2087B
T14620339
P1986B_2087-T A6T SPECIAL 1 2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:50 2018 Page I
ID:3zzrE5595qHBqKdROwR6OYzkwee-FwccFq_eL4m4W8Nmhlvv&YC?IaCFzDBVOc9zUxywDPp
1-'0 10-0-2 12-8-12 1 Z-2&: 21-11-0 1 24-10-12 1 21-8-0 -8-00 _
5 1, 3_ _i2__ 3" 3' _'2 2_0:
2
4 _i_ -00i'_2 2-8-10 _5_10 1
c? 1
APPLY 2 X 6 SP DSS SCAB TO ONE OUTER FACE OF TRUSS
ATTACH VVITH 3 ROWS OF (0.131" X 3") NAILS
SPACED @ 3" D.C. USE 2" MEMBER END DISTANCE.
5x8 =
2X4 11 44 = 44 =
6.00 F1_2 4 29 5 30 6 31 32 7 33 34
5x8 —
1.5X4 11 1b 14 ],1 14
2x4 11
6x8 2X4 3xl4 3X4 1.5x4 3x4
Scale = 1:49.9
5-0-0 21Z__o 0-0- 13--0-2
2-1-12 1 21-8-0 21-10-12 28-8-1 1i
2-31 2-8-12 2-0-6211 2 Z5-1 0 4-5-10 3_2_,2
Plate Offsets (X.Y)— [2:6-2-8,Edgel, [4:0-5-4,0-2-121, [8:0-2-4,0-2-121, [14:0-6-12,0-1-81, 1670-5-12,0-4-01
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plat Grip DOL 1.25 TC 0.66 Vert(LL) 0.24 16-17 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.46 16-17 >749 180
BCLL 0.0 Rep Stress Incr NO WEI 0.87 Horz(CT) 0.25 10 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 397 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x6 SP DSS *Except* TOPCHORD Structural wood sheathing directly applied or 5-7-13 oc purlins,
4-8: 2x6 SP No.2, 8-11: 2x4 SP No.2 except end verticals.
BOTCHORD 2x4 SP No.2 *Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
2-16: 2x6 SP No.1, 6-15: 2x4 SP No.3
WEBS 2x4 SP No.3 *Except*
20-21: 2x4 SP No.2
OTHERS 2x6 SP DSS
LBR SCAB 1-4 2x6 SP DSS one side
REACTIONS. (lb/size) 1 =2199/0-4-0, 1 0=2186/0-4-0
Max Horz 1 =-87(LC 13)
Max Uplift 1=-691(LC 5), 10=-718(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-975/367, 2-3=-7411/2484, 3-4=-6088/2103, 4-5=-6657/2317, 5-6=-6657/2317,
6-7=-7321/2557, 7-8=-4864/1737, 8-9=-4123/1430, 9-1 0=-4315/1418
BOTCHORD 2-19 2318/6970, 18-19=-2318/6970, 17-18=-1 86915525, 16-17=-2520/739 1,
6-16 14/349,14-15=-140/463, 13-14 1196/3688, 12-13=-1220/3813, 10-12 1220/3813
WEBS 4-18=-519/1591, 4-17=-558/1489, 14-16 1546/4557, 7-16=-1005/2787, 7-14=-1963/847,
B-14=-601/1534, 8-13=-1 13/576, 9-13=-284/164, 6-17=-985/395, 3-19=-217/751,
3-18=-1826/602
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. This item has been
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. electronically signed andWebsconnectedasfollows: 2x4 - 1 row at 0-9-0 oc.
sealed by Velez, Joaquin, PE2) 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. using a Digital Signature.
3) N/A Printed copies of this
4) Unbalanced roof live loads have been considered for this design. document are not considered
5) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft; Cat. 11; Exp B; Encl., signed and sealed and theGCpi=0.18; MWFRS (envelope) gable end zone, Lumber DOL=1.60 plate grip DOL=1.60
signature must be verified6) Provide adequate drainage to prevent water ponding.
7) na on any electronic copies.
Joaquin Velez PE No.68182
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MiTek USA, Inc. FL Cert 6634
9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 6904 Parke East Blvd. Tampa FL 33610
will fit between the bottom chord and any other members. Date:
10) Bearing at joint(s) 1 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify July 20,2018Capacityofbearingsurface.
AWARNING. Verify design parameters andREAD NOTES ON THISANDINCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with Mi-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 Row
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FIL 36610
Job Truss Truss Type Qty Ply P rk Sq HmfTribeca-1 986-2087B
T14620339
P
P1986B_2087-T A6T SPECIAL 1 2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industnes, Inc. Fri Jul 20 09:02:50 2018 Page 2
ID:3zzrE5595qHBqKdROwR6OYzkwee-FwccFq_eL4m4W8NmhlvVVLYC?IaCFzDBVOc9zUxyWDPp
NOTES-
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=691, 10=718.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 29 lb down and 90 lb up at 7-0-0, 26 lb up at 9-0-12, 26 lb up at
11-0-12, 97 lb down and 106 lb up at 13-0-12, 97 lb down and 106 lb up at 14-4-0, 97 lb down and 106 lb up at 15-7-4, 97 lb down and 106 lb up at 17-7-4, and 97 lb
down and 106 lb up at 19-7-4, and 189 lb down and 205 lb up at 21-8-0 on top chord, and 502 lb down and 231 lb up at 7-0-0, 180 lb down and 76 lb up at 9-0-12, 180
lbdownand761bupat 11-0-12, 66 lb down at 12-10-8, 66 lb down at 14-4-0,661bdownat 15-7-4,661bdownat 17-7-4,and661bdownat 19-7-4, and 327 lb down
and971bupat 21-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-23=-82, 4-23=-60, 4-8=-60, 8-11 =-60, 16-22=-20, 15-25=-20
Concentrated Loads (lb)
Vert: 4=-l(F) 8=-142(F) 6=-97(F) 18=-502(F) 16=-41(F) 13=-327(F) 31=-97(F) 32=-97(F) 33=-97(F) 34=-97(F) 35=-180(F) 36=-180(F) 37=-41(F) 38=-41(F)
39=-41 (F) 40=-41 (F)
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev, 1010312015 BEFORE USE. WE" 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 on
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 ANSI/TPII 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, AJexandda, VA 22314. Tampa, FL 36610
Truss Truss Type Qty Ply Park Sq HmrTribeca-1 986-2087BJob
T14620340
P198662087-T B1 S PECIAL 1 2 Job Reference (optional)
Mid-Flodda Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:51 2018 Page 1
ID:3zzrE5595qHBqKdROwR6OYzkwee-j7A?SA?G60uxBlyyFTQitlk74 aSiiSedGuWONywDPo
3-2 6 _3_1 1 12-5-10 18-11-4
3 3-1-15 3-3-110_33-
1.5X4
3
3x4 = 9
6x6 4x4 8x10 MT20HS 2x4 44
48
3-3-0 6-3-8 9-3-11
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.00 TC 0.88
TCDL 1 0.0 Lumber DOL 1.00 BC 0.66
BCLL 0.0 Rep Stress Incr NO WB 0.74
BCDL 10.0 Code FBC2017/TP[2014 Matrix-S
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) 0.29 12 >766 360 MT20 244/190
Vert(CT) -0.55 12 >4D8 240 MT20HS 187/143
Horz(CT) 0.06 9 n/a n/a
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 *Except* TOPCHORD
4-8: 2x4 SP No. 1
BOTCHORD 2x6 SID DSS BOTCHORD
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1861/0-4-0, 9=2487/0-7-4
Max Horz 1=258(LC8)
Max Uplift 1 =-535(LC 5), 9=-808(LC 5)
Max Gray 1 =2001 (LC 15), 9=2800(LC 15)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-3962/1079,4-5=-1215913571, 5-6=-12159/3571, 6-7=-7102/2056,7-8=-551/161,
B-9=-487/155
BOTCHORD 1-14=-1 106/3480,13-14=-3001/10093,12-13=-3252/10905,11-12=-3403/11692,
10-11 =-3403/11692, 9-10=-2056/7102
WEBS 2-14=-730/2605, 5-12=-841/279, 6-1 1=-53/304, 7-10=-287/1112, 4-12=-340/1343,
6-12=-2631488, 6-10=-4796/1408, 7-9=-6845/1980,2-4=-3389/1024, 4-14=-6966/2038
Scale = 1:33.0
Weight: 218 lb FT = 20%
Structural wood sheathing directly applied or 2-11-4 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 1 Od (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) 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; Cat. li; Exp B; Encl.,
GCpi=0.18; M\AfFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
1=535,9=808.
10) Girder carries tie-in span(s): 5-0-0 from 6-3-8 to 18-11-4
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such
connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
11
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
WARMING 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(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 Dot
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 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 T ss Truss Type Qty Ply Park Sci HmrFribeca-1 986-2087B
T14620340
P1986B_2087-T B1 SPECIAL 1 2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTelk Industries, Inc. Fn Jul 20 09:02:51 2018 Page Z
ID:3zzrE5595qHBqKdROwR6OYzkwee-j7A?SA?G60uxBlyyFTQltlk74_aSiiSedGuWONywDPo
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-3=-60, 4-8=-252, 1-9=-20
Concentrated Loads (11b)
Vert: 4 429
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 MiTeM 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 ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd,
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq HnvTribeca-1986-2087B
T14620341
P 1 986B_2087-T B2 SPECIAL 6
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTelk Industries, Inc. Fri Jul 20 09:02:52 2018 Page 1
ID:3zzrE5595qHBqKdROwR6OYzkwee-BJkNfWOutiOoISX9pAy_QZHHOOssR6Hoswe4ZqywDPn
9-3-11 2--10 13-11-2 1 5 -'7 -'93-3:0 1
5 , ,
Ii6 '_0_: 3-0-3 3. _ _ _i 3-3'-
1114
12
Scale = 1:32.9
2x4 I i
3
3X6 =
8x8 MT20HS 5x6 11 8x12 MT20HS = 2X4 11 46 = '.98 =
LOADING (psO
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr NO
Code FBC2017rTP12014
CS1.
TC 0.93
BC 0.91
WEI 0.96
Matrix-S
LUMBER-
TOPCHORD 2x4 SP No.2 *Except*
4-8: 2x4 SP DSS
BOTCHORD 2x6 SP DSS
WEBS 2x4 SP No.3 *Except*
3-13,4-14: 2x4 SP No.2
REACTIONS. (lb/size) 1=1412/0-4-0,9=1262/D-7-4
Max Horz 1 =258(LC 12)
Max Uplift 1 =-309(LC 9), 9=-233(LC 9)
Max Grav 1 = 1 570(LC 19), 9=1 625(LC 2)
12-5-10 . 13-11-2
DEFL. in (loc) I/defl Lid
Vert(LL) -0.40 12 >561 360
Vert(CT) -0.74 12 >301 240
Horz(CT) 0.09 9 n/a n/a
15-7-9
9
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 109 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 1-6-2 oc purlins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 5-8-12 oc bracing.
WEBS 1 Row at midpt 7-9
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-3068/735, 4-13=-78/327, 4-5=-8173/1803, 5-6=-8173/1803, 6-7=-4237/685,
7-8=-321/48
BOTCHORD 1-14=-84212702,13-14=-2049/7648, 12-13=-2180/8184,11-12=-1312/7140,
10-11=-1312/7140,9-10=-685/4237
WEBS 2-14=-462/1972, 4-14=-5210/1271, 2-4=-2611/765, 5-12=-395/53, 7-1 0=-1 47/803,
4-12=-408/457, 6-12=-512/1179, 6-1 O 3079/656, 7-9=-4092/665
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; Cat. 11; Exp B; Encl.,
GCpi=O.l 8; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-0 to 3-3-0, Interion(l) 3-3-0 to 18-9-8 zone;C-C for members
and forces & MWFRS for reactions shown; Lumber DOL=11.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
1=309,9=233.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . 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=1.00, Plate Increase=1.00
Uniform Loads (pl
Vert: 1-3=-60, 4-8=-90, 1-9=-20
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa I'L 33610
Date:
July 20,2018
AWARNING -Varify 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 verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
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 Oty Ply Park Sq HnVTribeca -1986-2087B
T14620341
P1986B_2087-T B2 SPECIAL 6 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. ts.iou s mar 11 zuid mi ieK inaustries, Inc. rn jui zu m):uz:Dz Lu io vage z
ID:3zzrE5595qHBqKdROwR6OYzkwee-BJkNf\NOutiOoISX9pAy_QzHHOOssR6Hoswe4ZqywDPn
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 4=-345 15=-460(B)
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ILMS
Design valid for use only with MiTelkV connectors. This design is based only upon parameters shown, and is for an individual building component, not Ill
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall xaml
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 BCS1 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
T14620342
P19866_2087-T B3 HIP 1 1
ParlkSqHmffribeca-1986-208713
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:53 2018 Page 1
ID:3zzrE5595qHBqKdROwR6OYzkwee-fV[ItsOWe?8fNb6LMuTDyAqZDnILNRx5aNd5GywDPm
5-0-0 9-8-0 14-4-0 19-4-0 20-4-0
5-0-0 4-M 4-M 5-0-0
c?
c
48 =
17
1.5X4 11
18 4 19 20
48 —
Scale = 1:34.8
3x4 =
1.5x4 11 5X8 = 1.5x4 11
3x4 =
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.46
TCDL 10.0 Lumber DOL 1.25 BC 0.57
BCLL 0.0 Rep Stress Incr NO WEI 0.26
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
WEBS 2x4 SO No.3
REACTIONS. (ib/size) 2=1 174/0-8-0, 6=1 174/0-8-0
Max Horz 2=-58(LC 9)
Max Uplift 2=-332(LC 8), 6=-386(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2097/638, 3-4=-2384/763, 4-5=-2384/763, 5-6 2097/641
BOTCHORD 2-10=-546/1821, 9-10=-544/1832, 8-9=-512/1832, 6-8=-514/1821
WEBS 3-10=0/313, 3-9=-282/681, 4-9=-467/308, 5-9=-282/681, 5-8=0/313
19-4-0
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) 0.10 9 >999 240 MT20 244/190
Vert(CT) -0.17 9 >999 180
Horz(CT) 0.05 6 n/a n/a
Weight: 87 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-5-4 cc purlins.
BOTCHORD Rigid ceiling directly applied or 7-11-15 cc 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; Cat. 11; Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) na
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 100 lb uplift at joint(s) except Ot=lb)
2=332,6=386.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 181 lb up at
5-0-0. 51 lb down and 77 lb up at 7-0-12, 51 lb down and 77 lb up at 9-0-12, 51 lb down and 77 lb up at 10-3-4, and 51 lb down
and 77 lb up at 12-3-4, and 170 lb down and 181 lb up at 14-4-0 on top chord, and 86 lb down at 5-0-0, 36 lb down at 7-0-12, 36 lb
down at 9-0-12, 36 lb down at 10-3-4, and 36 lb down at 12-3-4, and 86 lb down at 14-3-4 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 lncrease=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-5=-60, 5-7=-60, 11-14=-20
c
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Data:
July 20,2018
WARNING - Verity 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 trus es 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, Aexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq HmfTribeca-1986-20876
T146203
P1986B_2087-T B3 HIP 1
al)
Mid -Florida Lumber, Barlow, FL. 8.130 a Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:53 2018 Page 2
ID:37zrE5595qHBqKdROwR6OYzkwee-fVlltsOWe?8fNb6LMuTDyAqZDnILAjRx5aNd5GywDPm
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 3=-1 23(F) 5=-1 23(F) 1 0=-64(F) 8=-64(F) 17=-51 (F) 18=-51 (F) 19=-51 (F) 20=-51 (F) 21 =-26(F) 22=-26(F) 23=-26(F) 24=-26(F)
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 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 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 ANSlITPll 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 HmfTribeca-198&-2087B
T14620343
P1986B_2087-T ci COMMON 4
al)
mia-rionaa LUmDer, t5anow, r-L.
i
0. IOU 5 IV— I I LU 10 IVII I — I I IU-11—, I[ - r I I - - UU--O LU 10 r-dy I
ID:3zzrE5595qHBqKdROwR6OYzkwee-fVlltsOWe?8fNb6LMuTDyAqZ2nKlAmjx5aNd5GywDPm
6-4-0 6-" I-M
Scale = 1:24.4
4x4
3x4
1.5x4 11
3x4
6-4-0 12-8-0
6-4-0 6-4-0
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.47 Verl(LL) 0.06 6-9 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.10 6-12 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 4 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 48 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=567/0-4-0, 4=567/0-4-0
Max Horz 2=71(LC 12)
Max Uplift 2=-185(LC 12), 4=-185(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-718/263, 34 718/263
BOTCHORD 2-6=-123/577, 4-6=-123/577
WEBS 3-6=-1 1/299
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; Cat. 11; Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exlerior(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 6-4-0, Exterior(2) 6-4-0 to
9-4-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=185,4=185.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 — 1010312015 BEFORE USE.
De sign valid for use only with MiTelkV 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 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 ANSlrrPll 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
Truss Truss Type City Ply Park Sq Hm/Tribeca-1 986-2087B
T146203
C2 COMMON 3
all
Micl-l-loncla Lurnoer, bartow, I-L. JV 5 Mar ZU 10 IVII I eK IrlUU51rie5, iriu. rri jui zu —u— zu lo —ye II'
ID:3zzrE5595qHBqKdROwR6OYzkwee-7is74B1 8PJGW?IhXwb—SVNMkaBfCvDy4JE7BdiywDPI
6-4-0 12-8-0
6-4-0 6-4-0
4X4 =
3
3x4
1.5x4 f I
LOADING (psf, S FACING- 2-0-0 CS1. DEFL. in loc) I/def! Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.07 5-8 999 240
TCDL 1 0.0 Lumberr DOL 1.25 BC 0.47 Vert(CT) 0-11 5-8 999 180
BCLL 0.0 Rep St ess Incr YES WB 0.11 Horz(CT) 0.01 4 n/a n/a
BCDL 10.0 Code FBC2017f-rPI2014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=504/Mechanical, 2=569/0-4-0
Max Horz 2=80(LC 12)
Max Uplift 4=-154(LC 13), 2=-186(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-725/266, 3-4=-724/282
BOTCHORD 2-5=-159/583, 4-5=-159/583
WEBS 3-5=-20/300
Scale 1/2"=1'
R
3x4 =
PLATES GRIP
MT20 244/190
Weight: 46 111 FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-9-11 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) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.opsf, h=25ft; Cat. 11, Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterion(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 6-4-0, Exterior(2) 6-4-0 to
9-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Ut=lb)
4=154, 2=186. This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
WARNING Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTelkS 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 oftrusses and truss systems, see ANSVTPH Ouality 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, FIL 36610
Job Truss Truss Type Oty Ply Park Sq HmrFribeca-1986-2087B
T146203
P19866_2087-T C3 HIP 1
at)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:55 2018 Page 1
ID:3zzrE5595qHBqKdROwR6OYzkwee-cuQVIX2mAcONcvFkUJVh2bvxWbOvegSEYuskA8ywDPk
5-0-0 7-:- 12-8-0 13-M
5-0-0 2- _0 5-0-0 1-0-0
Scale: 1/2"=l'
48 =
15
4x4 —
4
3x4
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
5-0-0 7- -0 12-8-0
5-0-0 5-0-0
Plate Offsets (X,Y)— 3 0-54,0-2-01
LOADING (pso- SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.03 8-11 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.07 8-11 999 180
BCLI_ 0.0 Rep Stress Incr NO WI3 0.10 Horz(CT) 0.02 5 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix MS Weight: 54 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=792/0-4-0, 5=792/0-4-0
Max Horz 2=-58(LC 13)
Max Uplift 2=-245(LC 8), 5=-281 (LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1250/395, 3-4=-1075/4D7, 4-5=-1251/413
BOTCHORD 2-8=-268/1065, 7-8=-267/1074, 5-7=-278/1065
WEBS 3-8=-5/257. 4-7=-18/258
BRACING-
TOPCHORD Structural wood sheathing directly applied or 4-9-15 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) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.opsf; h=25ft; Cat. 11; Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) na
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 100 lb uplift at joint(s) except Ot=lb)
2=245,5=281.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 181 lb up at
5-0-0, and 51 lb down and 77 lb up at 6-4-0, and 170 lb down and 18 1 lb up at 7-8-0 on top chord, and 86 lb down at 5-0-0, and 36
lb down at 6-4-0, and 86 lb down at 7-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility
of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 3-4=-60, 4-6=-60, 9-12=-20
Concentrated Loads (1b)
Vert: 3=-123(F) 4=-123(F) 8=-64(F) 7=-64(F) 15=-51(F) 16=-26(F)
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
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 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 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 ANSI1TPIl 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 223`14. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq HnVTribeca-1986-2087B
T14620346 IP1986B_2087-T Cil JACK 14 1
all
mia-t-ionaa Lumber, tSar[Ow, f-L. o. iau s iviaT I I ZU 10 P111 I eK inuu5uie5, mu. rTi jut zu uw.uz.ao zu io ray
ID:3zzrE5595qHBqKdROwR6OYzkwee-44—tVt3OxwWEE3qw2OOwaoSAX?SoN8ENnYcHibywDPj
1-0-0
2x4 =
Scale = 1:7.0
1-0-0
i-0-0
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 0.07 Vert(LL) -0.00 5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 7 >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 FBC2017rTP12014 Matrix -MP Weight: 5 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=10/Mechanical, 2=130/0-4-0, 4=-O/Mechanical
Max Horz 2=41 (LC 12)
Max Uplift 3=-7(LC 12),2=-58(LC 12)
Max Grav 3=10(LC 19),2=130(LC 1), 4=12(LC 3)
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=25ft; Cat. 11; Exp B, Encl.,
GCpi=O.l 8; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 66U
6904 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
AWARNING - 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 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 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
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 ANSlfTPll 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 HmfTribeca-1986-20878
1T146203
P1986B_2087-T C,13 JACK 12 1
all
Mid -Florida Lumber, Bartow, FL. b. iou s Rnar I I zu its PAi ieK inciustries, Inc. rn jui zu u:uz:oo zu io rage I
ID:37zrE5595qHBqKdROwR6OYzkwee-44—tvt3OxwWEE3qw2OOwaoSAA?RnN8ENnYcH!bywDPj
1-0-0 3-0-0
2x4 =
LOADING (psfl SPACING- 2-0-0 CS1. DEFL. in loc) I/clef! L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 4-7 999 240
TCCL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.01 4-7 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=71 /Mechanical, 2=188/0-4-0, 4=36/Mechanical
Max Horz 2=85(LC 12)
Max Uplift 3=-52(LC 12), 2=-64(LC 12), 4=-4(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 (lb) or less except when shown.
Scale: 1"=l'
PLATES GRIP
MT20 244/190
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; Cat. 11, Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interion(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.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, 4.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa I'L 33610
Date:
July 20,2018
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 MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
MiTek*
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPI1 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
T14620348
P1986B2087-T CJ3T SPECIAL 2 1
ParkSqHmffribeca-1986-2087B
Job Reference lootional)
mia-vionaa LurnDer, banow, t-L. 0. 1 U 5 Mar I I ZU 10 IVII I K INUUbIlIeS, I[ 1G. r I I JUI ZU UU.VZ.D 1 -0 r`dy I
ID:3zzrE5595qHBqKdROwR6OYzkwee-YHYGjD3lhEe5sDP6bkX970—LQPlb6bUX?CLrElywDPi
2-3-4 3-D1-M
iz_' 2-3-4 _122 13%- 0 131x3 5"
2x4 =
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.12
TCDL 10.0 Lumber DOL 1.25 BC 0.17
EICILIL 0.0 Rep Stress Incr YES WB 0.00
BCDL 10.0 Code FBC20171TPI20114 Matrix -MR
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2 *Except*
3-6: 2x4 SP No.3
REACTIONS. (lb/size) 2=188/0-4-0, 5=1 1 1/Mechanical
Max Horz 2=84(LC 12)
Max Upfift 2 64(!_C 12), 5=-52(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
4
2-3-4
TOENAILS
Scale: 1"=1'
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) 0.01 6 >999 240 MT20 244/190
Vert(CT) -0.01 6 >999 180
Horz(CT) 0.01 5 n1a n/a
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.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp 6; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-1-8, Interior(l) 2-1-8 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.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) 2, 5.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTelk USA, Inc. FIL Cert 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
July 20,2018
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 — 1010312015 BEFORE USE.
Design valid for use only with MiTek0 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
fa b rical ion, storag e, cl elivery, e recti on a n d b racing of tru sses and tru ss systems, see ANSITTPH 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 HnVTribeca-1986-20878
T146203
P198613_2087-T C.15 JACK 4
all
mia-t-ionaa Lumber, bartow, L.
1
i4 I
0. 1 — b Vidl I I Lu 10 IVII I — I 1 11— F I I — — V-1.11 41 11 "Y' I
ID:3zzrE5595qHBqKdROwR6OYzkwee-YHYGjD3lhEe5sDP6bkX970_H[Pj76bUX?CLrElywDPi
1-0-0 5-0-0
2x4
Scale = 1:17.0
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in loc) I/defl IJd PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.04 4-7 >999 240 MT20... 244/190
TcDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.06 4-7 >988 180
BCLL 0.0 Rep Stress Incir YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2017rrPI2014 Matrix -MP Weight: 18 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=127/Mechanical, 2=264/0-4-0, 4=64/Mechanical
Max Horz 2=130(LC 12)
Max Uplift 3=-94(LC 12), 2=-80(LC 12), 4=-6(LC 12)
Max Grav 3=127(LC 1), 2=264(LC 1), 4=91(LC 3)
FORCES. (lb) -Max. Comp./Max..Ten. -All forces 250 (lb) or less except when shown.
NOTES.
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; Cat. 11; Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-Oto 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) 3, 2, 4.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
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 MiTeM 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 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 ANSlITPl1 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 SqHnv7ribeca -1986-2087B
T14620350
P1986B_2087-T CJ5T SPECIAL 2 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.13D s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:58 2018 Page 1
ID:37zrE5595qHBqKdROwR6OYzkwee-OT5ewZ4fSXmxTN-19R2OfDXR7o3Wr2jgEs5OmTywDPh
2-3-4 5-0-0
2-3-4 2-8-12
il
2x4
2-3-4
c?
Scale = 1: 17.0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) .. I/defi Ud PLATES --GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.06 3 >948 240 MT20 244/190
TCDIL 10.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.08 3 >723 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.04 5 n/a n/a
BCDL 10.0 Code FBC2017rrPI2014 Matrix -MR Weight: 19 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 *Except* BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
3-6: 2x4 SP No.3
REACTIONS. (lb/size) 4=114/Mechanical, 2=264/0-4-0, 5=78/Mechanical
Max Horz 2=130(LC 12)
Max Uplift 4=-77(LC 12), 2=-80(LC 12), 5=-23(LC 12)
Max Grav 4=1 14(LC 1), 2=264(LC 1). 5=86(LC 3)
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=25ft; Cat. 11, Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-1-8, Interior(l) 2-1-8 to 4-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=11.60
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, 5.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev. 1010312015 BEFORE USE. IRMS
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
H
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall MMI
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 BCS1 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 HmfTribeca-1986-2087B
T146203
P1986B_2087-T D1 c OMMON 4 1
Job Reference (optional)
Mid-Floncla Lumber, Bartow, F L. t$. 1 ju 5 viar 1 1 ZVI 0 IVII I eK I nQU51rIU5, I M. rT I Ul ZV V—Z.— 'V 10 rdy I
ID:3zzrE5595qHBqKdROwR6OYzkwee-UffO8v5HDruo5VVZVjBadCR4eECQVaTjpTWqyJvvywDPg
1-0-12 ' 4-11-4 5-0-0
4X4 =
7 5
1.5X4
3X8 1.5x4
Scale = 1:30.9
LOADING (psf) SPACING- 2-0-0 cSI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TIC 0.29 Vert(LL) -0.01 - 5-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.03 5-6 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.00 5 n/a n/a
BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Weight: 60 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) 7=463/0-7-4,5=381/04-0
Max Horz 7=-97(LC 10)
Max Uplift 7=-145(LC 12), 5=-1 14(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-320/165, 3-4=-3171175, 2-7=4201270, 4-5=-338/209
Structural wood sheathing directly applied or 6-0-0 oc puffins,
except end vertica is.
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; Cat. 11, Exp B; Encl.,
GCpi=0.18; M\AfFRS (envelope) gable end zone and C-C Exterior(2) -1-0-12 to 1-11-4, Interion(l) 1-11-4 to 4-11-4, Exterior(2) 4-11-4
to 7-11-4 zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
7=145,5=114.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Datc.
July 20,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MlrEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. IRAN!
Ilesign valid for use only with Mi7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not F;=;i Ed
a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall Nfim
ibuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
a 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 Cty Ply Park Sq HmfTribeca-1986-2087B
T14620352
P1986B_2087-T D2 COMMON 2
Job Reference (optional)
Mid -Florida Lumber, Barlow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:02:59 2018 Page 1
ID:3zzrE5595qHBqKdROwR6OYzkwee-UffO8v5HDruo5wzvj8adCR4eHCPQaTmpTWqyjwywDPg
1-0-1 5-0-0 10-M ii:___o i
1-0-0 5-M 5-0-0 "1
Scale = 1:21.9
4x4
I6
161.4 1
3x4 3X4
5-0-0 10-0-0U-1 4-M 5-0-0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Lid PLATES GRIP
TCLL 20.0 P * late Grip DOL 1.25 TC 0.29 Vert(LL) 0.03 6-13 999 240 MT20 244/190
TCDL 10.0 . . Lumber DOL 1.25 BC 0.27 Vert(CT) 0.05 6-13 999 180
BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Weight: 39 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=484/G-4-0, 4=436/0-8-0
Max Horz 2=58(LC 12)
Max Uplift 2=-1 61 (LC 12), 4=-1 48(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-495/195, 3-4=-480/203
BOTCHORD 2-6=-67/379, 4-6=-67/379
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 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10 Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11 Exp B; Encl.,
GCpi=O.l 8; MWF S (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 5-0-6, Exterior(2) 5-0-0 to
8-0-0 zone; cantilever left 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=161, 4=148.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
July 20,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 r— 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 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 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 Qty Ply Park Sq Hmrrribeca-1 986-2087B
T14620353
P1986B_2087-T D3 GABLE 1
1 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:03:00 2018 Page 1
ID:3zzrE5595qHBqKdROwR6OYzkwee-yrDOLF6v-90fjg8hHs5slecqEcmzJxcziAaVrMywDPf
1-11-0 5-0-0 1 0-M 11-0-0
1 0-0 5-0-0 5-0-0 1-0-0
Scale = 1 21.9
4x4
8 7
3x4 11.5X4 1.5x4 1.5X4 3X4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.Q Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.01 5 n/r 120 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.01 5 n/r 120
BCLL 0.0 Rep Stress Incr YES WEI 0.04 Horz(CT) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2017rTP12014 Matnx-MS Weight: 42 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS. All bearings 9-8-0.
lb) - Max Horz 2=58(LC 12)
Max Uplift All uplift 100 lb or less at joint(s) 7, 8, 6 except 2=-144(LC 12), 4=-107(LC 13)
Max Grav All reactions 250 lb or less at joint(s) 4, 7, 8, 6, 4 except 2=295LC 1), 2=295(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
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; Cat. 11; Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 5-0-0, Exterior(2) 5-0-0 to
B-0-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1.
4) Gable studs spaced at 2-0-0 oc.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 8. 6 except
Ot=lb) 2=144, 4=107,2=144, 4=107,
8) n/a
0
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
A WARNING - Verify design parameters and READ NOTES ON MIS 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
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 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 Hmrrribeca-19M2087B
T14620354
P1986B2087-T F1 ROOFTRUSS 12
Job Reference (optional)
mia-t-ionaa LumDer, bartOW, f-L.
0-1-8
H P:L-d
0. 1 V 5 IVIdT I I 4U 10 IVII I — H 1—u—, It IQ. r (I — — --- -0 I-dy I
ID:3zzrE5595qHBqKdROwR6OYzkwee-uEL9mx79WmGNy_14OH7Kq3ilHOHenhzG9U3cvEywDPd
4x6
lx3 =
lx3 = 4x6 4x4 = 1X3 11 3X3 3x3 3x3 = IX3 11 3)(3
1 2 3 4 5 6 7 8 9
4
3
32 31 30 29 28 27 26 25 24 23
6x6 5X6 3x8 MT20HS FP
6x6 =
28-6-8
3x3
3x3 = 3x6 FP = 1 x3 11 4x4
10 11 12 13 14
22 21 20
6X6
3x8 MT20HS FP —
LOADING .(psf) SPACING- 1-4-0 CS1. DEFL. in (loc) I/defl Lid
TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.78 24 >433 360
TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(CT) -1.07 24 315 240
BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.10 17 n1a n1a
BCDL 5.0 Code FBC2017/TP)2014 Matrix-S
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) *Except* TOPCHORD
1-11: 2x4 SP No.1 (flat)
BOTCHORD 2x4 SP No.2(flat) BOTCHORD
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 32=103310-8-0, 17=1033/0-8-0
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-32=-1020/0,16-17=-1019/0,1-2=-1089/0,2-3=-2936/0,3-4=-4408/0, 4-5=-4408/0,
S-6=-5443/0,6-7=-6049/0,7-8=-6283/0,8-9=-6283/0,9-10=-6061/0,10-12=-5439/0,
12-13=-4405/0,13-14=-4405/0,14-15 2935/0,15-16=-108910
BOTCHORD 30-31=0/2119, 29-30=0/3732, 27-29=0/5019, 26-27=0/5842, 25-26=0/6283, 24-25=0/6283,
23-24=0/6253, 22-23=0/5845, 20-22=015016, 19-20=0/3730, 18-19=0/2118
WEBS 16-18=0/1445, 1-31=0/1446, 15-18=-1397/0, 2-31=-1397/0,15-19=0/1108, 2-30=0/1108,
14-19=-1079/0,3-30=-107910,14-20=0/896, 3-29=0/897,12-20=-811/0,5-29=-811/0,
12-22=0/574,5-27=0/575,10-22=-551/0,6-27=-541/0,10-23=0/350,6-26=0/419,
9-23=-397/26, 7-26=-605/146, 9-24=-283/400, 7-25=-203/279
0 8Icale = 1:48.6
46 —
lx3
46 lx3
15 16
36 9
35 4! 6
19 18 17
5x6 6x6 =
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 186 lb FT = 20%F, 11 %E
Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end vertical Is.
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
2-2-0 oc bracing: 25-26,24-25,23-24.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) All plates are 3x6 MT20 unless otherwise indicated.
4) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131 " X 3") nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means.
5) Due to span to depth ratio of this truss, the floor may exhibit objectionable vibration and/or deflection. Building designer to consider
providing means to dampen possible floor vibration.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
WARNING Verify design parameters and READ NO rES 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 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 ANSliTPI1 Quality Criteria, DSB-89 and BCS1 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 Qty Ply Park Sq Hnirrribeca-1 986-2087B
T14620355
P1986B2087-T FlA ROOF TRUSS 5
Job Reference (optional)
mia-l-ionaa LUmDer, banow, t-L. 0. 1 au b IV- , , -. -, - --u-, - - - --- -. -y
ID:3zzrE5595qHBqKdROwR6OYzkwee-NQvXzG8nH4PEaBtGy_eZMHECupfNW6HP08o9ShywDPc
0-1-8
H
1-7-12 ScVe. 114"=1'
4x4
1X3
1x3
1
34
33
32 31
1.5X4 11 4X4
1 x3 11 1.5x4 11 1.5X4 11 5x6 = 4x6 3x6 FP = 1X3 11
2 3 4 5 6 7 8 9 10 11 12 13 14 15 16
3x4
1x3
1x3
17
30 29 28 27 26 25 24 23 22 21 20 19 18
3x8 MT20HS FP 4X6 44 3X6 3X4 = IX3
3X6 - 3X6 =
16-3-4
16-1-12
11-7-8 1F49-4 1 Vj,':4t -P 25:6-81 6-
i 1_ o )ftll11-7-8
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid
TCLL 40.0- Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.3026-27 >632 360
TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(CT) -0.42 26-27 >459 240
BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.04 18 n/a n/a
BCDL 5.0 Code FBC2017rTP12014 Matrix-S
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) *Except* TOPCHORD
1-12: 2x4 SP DSS(flat)
BOTCHORD 2x4 SP No.2(flat) *Except* BOTCHORD
18-28: 2x4 SP DSS(flat)
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 32=783/0-8-0, 1 8=547/0-8-0, 24=1 768/0-8-0
Max Grav 32=819(LC 3), 18=590(LC 4), 24=1 768(LC 1)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-32=-812/0, 17-18=-585/0, 1-2=-772/0, 2-3=-1900/0, 3-4=-2461/0, 4-5=-246110,
5-6=-2439/0, 6-7=-1 390/88, 7-8=-1 390/88, 8-9=-1 390/88, 9-1 0=0/1 263, 10-11 =0/764,
11-13=-704/211, 13-14=-1266/0, 14-15=-1266/0, 15-16=-1180/0, 16-17=-525/0
BOTCHORD 30-31=0/1489, 29-30=0/2277, 27-29=0/2543, 26-27=0/2188, 25-26=-88/1390,
24-25=-503/202, 23-24=-1263/0, 22-23=-391/291, 21-22=-54/1092, 20-21=0/1328,
19-20=0/1005
WEBS 10-24 1041/0, 1-31=0/1049, 2-31=-997/0, 2-30=0/572, 3-30=-524/0, 3-29=0/251,
6-27=0/421, 6-26=-1 195/0,17-19=0/714, 16-19=-667/0, 13-21 =0/300, 13-22=-605/0,
11-22=0/637, 11-23=-95910,7-26=0/494,10-23=0/928. 9-24=-1371/0, 9-25=011706,
8-25=-802/0
36 9
35 1
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 150 lb FT = 20%F, 1 1%E
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are MT20 plates unless otherwise indicated.
3) All plates are 3x3 MT20 unless otherwise indicated.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) CAUTION, Do not erect truss backwards.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473 rev. 1010312015 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 FXR H
a system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall W" truss
MiTek' 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
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, FL 36610
Truss Truss Type Qty Ply ParkSqHm/Trbeca-1986-2087B
T14620356
F1B GABLE 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
0-ft8
1. 1. MI. .1 ..". , .' I .J
ID:3zzrE5595qHBqKdROwR6OYzkwee-NQvXzGBnH4PEaBtGy_eZMH a7r-Z o hywDPc
0-kB
Scale = 1:45.8
3X6 FP —
1 2 3 4 5 6 7 a 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
5 C.52
t! 51
V
48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25
3x6 FP
12-11-4 14-3.4 15-7-4
p-1 1-4 2 3-4 141 4 7 7-4 i 8-11-4 10-34 11-7-4 12-10-81,8 7-12 14,5-0 16-11-4 18-3-4 19-74 201 IF4 L2-42:4 24 1+ 54:3-4 i L7 74 1— -11 _4
4 216
1_o
6
11_41 1_o _4_,, _4_' 1-4-0 14-0 1-4-0 1-4-0 1-3-4 'q-8-8' 0-1-42 1-4-0 1-4-0 1-4-0 1 1.4
0.0-12 0-7-8 1-2-4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) War! L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 2441190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Verl(CT) n/a n/a- 999
BCLL 0.0 Rep Stress Incr YES W13 0.03 Horz(CT) 0.00 25 n/a n/a
BCDL 5.0 Code FBC2017rTP12014 Matrix-R Weight: 123 lb FT = 20%F, 11 %E
LUMBER- BRACING-
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.
OTHERS 2x4 SP No.3(flat)
REACTIONS. All bearings 28-6-8.
lb) - Max Grav All reactions 250 lb or less at joint(s) 48, 25, 36, 37, 38, 39, 40, 42, 43, 44, 45, 46, 47, 35, 34,
33,32,31,30,29,28,27,26
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) All plates are 1x3 MT20 unless otherwise indicated.
2) Gable requires continuous bottom chord bearing.
3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
4) Gable studs spaced at 1-4-0 oc.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and seated and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.88182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
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 MiTek(& connectors. This design is based only upon parameters shown, and is for an individual building component, not P=q E3
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall AV"
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 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 Truss Truss Type Qty Ply Park Sq Hm[Fribeca-1 986-2087B
T14620357
P1986B2087-T F2 ROOFTRUSS 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
0-1-8
H
1x3 =
lx3 = IX3 11
1 2 3 4 5
4
3
P
32 31 30 29 28 27
IX3 3x6 3x6 FP =
U. I JU S Mar 11 ZU113 Mi I eK InOustnes, Inc. Fri Jul ZU U9:U3 04 ZU18 Pagel
ID:3ZZFE5595qHBqKdROwR6OYzkwee-rdTvBc9Q2NX5B[RSVVi9ovUnUODBbFjqZcoYj_7yWDPb
1-7-12 0+8OFZ'
Sca%: 1/4"=1'
1X3 11 1X3 11 3X6 3x6 FP = 1 x3 11
6 7 8 9 10 11 12 13 14 15
26 25 24 23 22 21
3x6 = 3x6
1x3 =
lx3 =
16 17
36 9
35
20 19 is
lx3
1 2-6-14 14-1-12
9-0-4 11-9-0 1 a-6-4 16-10-12 21-11-0
1 "_ G1116421 2:6_-
7-10-8 8-5-61 , 11-7-8 11-7k12 la-4-12, 15-6-4 31 ' 1-0 14 2 "9-4 4 6- 1— 1 2 -4 1 L'!
2_15_-I 1-4-8 O 6-14 2-7-4 o-d 4 b-9-14'&7-8 1-4-8 VO 1_14 2 '_ 12 1--4_ Its- 11 2_7-- 2_61
0-6-14 0-1-4 0-1-8 0-7.8 0-6-14
0-9-14
LOADING (psf) SPACING- 1-4-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) -0.01 30 >999 360 MT20 2441190
TCDL 10.0 Lumber DOL 1.00 BC 0.14 Vert(CT) -0.01 30 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(CT) 0.00 18 n/a n/a
BCDL 5.0 Code FBC2017fTP12014 Matrix-S Weight: 150 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 6-0-0 oc bracing.
REACTIONS. All bearings 12-10-0 except Ot=length) 32=0-7-4, 18=0-7-4.
lb)- MaxUplift All uplift 100 lb or less atjoint(s) 22
Max Grav All reactions 250 lb or less at joint(s) 18, 26, 22, 23 24, 25 except 32=278(LC 3), 27=613(LC 3),
21=422(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-32=-275/0, 2-3=-424/0, 5-6=0/379
BOTCHORD 30-31=0/427, 29-30=0/404, 19-20=0/267
WEBS 1-31=0/307, 2-31=-280/0, 5-29=0/320, 5-27=-529/0, 6-27=-323/0, 15-21=-336/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are 3x3 MT20 unless otherwise indicated.
3) Provide mechanical connection (by others) oftruss to bearing plate capable of'withstanding 100 lb uplift atjoint(s) 22.
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 Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
July 20,2018
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 MiTek91 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 indwidual 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 HmfFribeca-1986-2087B
T14620358
P1986B_2087-T F3 ROOF TRUSS 3
Job Reference (optional)
Micl-Floncla Lumber, Bartow, I-L. ti.lou S mar i i zuits mi I eK inaustries, Inc. t-n jui zu uv:uj:uD zuitj vage I
ID:3zzrE5595qHBqKdROwR6OYzkwee-JpOHOyA2phfypROf3PglSiKi6dVv'K—CV,rirSHGWZywDPa
1-3-0 0-7-0
1 3x3 2 lx3 11 3 lx3 43x3
Scale = 1 9.4
3x3 3x3
8 7 6 5
1 X3 1X3 11
LOADING (psf) SPACING- 1-4-0 cSI. DEFL. in loc) I/clefl L/d PLATES GRIP
TC LL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) 0.00 7 999 360 MT20 2441190
TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(CT) 0.00 7 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 5 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrx-S Weight: 22 lb FT = 20%F, 1 1%E
LUMBER- BRACING -
TOP CHORD 2x4 SP N0.2(flat) TOPCHORD Structural wood sheathing directly applied or 3-7-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end vertica is,
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 8=1 27/Mechanical, 5=1 27/Mechanical
FORCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
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 Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTelk USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
WARNING - verify design P.I...t.1s and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with ViTek0 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
i 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 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
Job Type Qty PlyTruss ParkSqHmfTribeca-1986-2087B
T14620359
P1986B2087-T
Truss
F3A ROOFTRUSS 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 1-1-11 ------ 0-9-1 a 8,130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:03:06 2018 Page 1
ID:3zz 9-5q,.HBqKdROwR6OYzkwee-n?afclAga?npRbbrd6CG—Vst?lsCjfRr46lp2OywDPZ
1-3-0 0-7-0
I 3x3 2 1 x3 3 1 x3 4 3x3
Scale = 1:9.4
8
3x3 = 3x3 =
LOADING (psf) SPACING- 1;4;0 CS1.
TCLL 40.0 Plate Grip DO[ 0 TC 0.07
TCDL 10.0 Lumber DOL 1.D0 BC 0.01
BCLL 0.0 Rep Stress Incr YES WB 0.02
BCDL 5.0 Code FBC2017fTP12014 Matrix-P
LUMBER -
TOP CHORD 2x4 SP No.2(flat)
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat)
i X3 11
DEFL. in (ioc) I/defl L/d PLATES GRIP
Vert(LL) 0.00 6 ... 360 MT20 244/190
Vert(CT) -0.00 -8 >999 240
Horz(CT) -0.00 5 n/a n/a
Weight: 22 lb FT = 20%F, 11 %E
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-7-0 oc purlins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings Mechanical.
lb) - Max Grav All reactions 250 lb or less at joint(s) 8, 5, 5, 7, 6
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.681 82
MiTek USA, Inc. FL Cert 6634
6904 Parke &st Blvd. Tampa FL 33610
Date:
July 20,2018
WARNING - Verifydesign parameters andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473— 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
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 Streel, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job T ss Truss Type Oty Ply Park Sq HmfTribeca-1986-2087B
T14620360
P1986B_2087-T F5 ROOFTRUSS 5
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
1
8
8.13U s Mar 11 ZU 18 Mi IeK I nclustries, Inc. Fn Jul ZU 09:()3:()6 ZU18 Pagel
I D:3zzrE5595qHBqKdROwR6OYzkwee-n?afclAga?npRbbrd6CG—vstF I rOjear461 p20ywDPZ
1-3-0 0-10-0
3x3 2 lx3 3 1x3 43x3
Scale = 1:9.4
1 x3 11 1X3 11
1-4-8
1-4-8
i i
1-1,
3-10-0
1-4-8
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLIL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.00 7 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.08 Vert(CT) -0.00 7 >999 240
BCLL 0.0 Rep Stress Incr YES WB 0.10 Hor7(CT) 0.00 5 n/a n/a
BCDL 5.0 Code FBC20171TP12014 Matrix-S Weight: 23 lb FT = 20%F, 11 %E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 3-10-0 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) 8=204/0-4-0, 5=204/Mechanical
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown
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 Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33,610
Date:
July 20,2018
A WARNING - Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERENCEPAGE 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 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'
Isbrication, 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, FL 36610
Job Truss Truss Type Qty Ply Park SqHmfFribeca-1986-2087B
T14620361
P1986B_2087-T F5A ROOFTRUSS 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
1 3x3 =
8
I .. - . v- I I I. I. . ... ... - - - ...... -'. -Y
ID:3zzrE5595qHBqKdROwR6OYzkwee-FC82peB]Llvg2lAlBqjVX7P2FRCNS6V?JmmNbSywDPY
2 1 x3 11 3 1X3 11
7
3x3 =
6
3x3 —
43X3 =
5
1X3 11
Scale = 1:9.4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lld PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a n1a 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 YES WB 0.03 Horz(CT) -0.00 5 n/a n/a
BCDL 5.0 Code FBC20171TP12014 Matrix-P Weight: 23 lb FT = 20%F, 11 %E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 3-10-0 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings 3-10-0.
lb) - Max Grav All reactions 250 lb or less at joint(s) 8, 5, 7, 6
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES.
1) Gable requires continuous bottom chord bearing.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
AWARNINr - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 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 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 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
Job Truss Truss Type Oty Ply Park Sq Hm/Tribeca-1 986-2087B
T14620362
Job
P1986B_2087-T F6 ROOFTRUSS 1 1
Reference (optional)
Mid -Florida Lumber, Bartow, FL.
I 3x6 =
3X3
2
ts.iju s mar it zu ib rou i eK inaustries, Inc. --n jut zu uv:ui:ut zuiu i-age i
I D:3zzrE5595qHBqKdROwR6OYzkwee-FC82peBlLlvg2lA1 BqVX7PzTRCcS60?JmmNbSywDPY
Scale= 1 16.5
1 x3 3x3
3 4
3x6
5
1 10 9 8 7 6
3x3 3x3 1x3 11 3x3 3x3 3x3 11
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
SPACING- 2-0-0
Plate Grip DOL 1.D0
Lumber DOL 1.00
Rep Stress Incr YES
Code FBC2017/TP12014
CS1.
TC 0.41
BC 0.06
WB 0.06
Matrix-S
DEFL. in
Vert(LL) n/a
Verl(CT) n/a
Hor7(CT) 0.00
loc) I/defl L/d
n/a- 999
n/a 999
6 n1a n/a
PLATES GRIP
MT20 244/190
Weight: 49 lb FT = 20%F, 11 %E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 9-0-0 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. All bearings 9-D-0.
lb) - Max Grav All reactions 250 lb or less atjoint(s) 11, 6, 7, 10, 8 except 9=281 (LC 1)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-9=-265/0
NOTES-
1) Gable requires continuous bottom chord bearing.
2) 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.
AWARNING. Verify design parameters and READ NOrES ON MIS AND INCLUDED MlrEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTel<6 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, delive ry, erection a n d braci n g of I russes and truss system s, see ANSIITPI1 Quality Criteria, DSB-89 and BCS1 Building Component
Safety Inforniation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
IMF
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq HmfTribeca-1 986-2087B
T14620363
P1986B2087-T FT2 ROOF TRUSS 1
2 all
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn Jul 20 09:03:08 2018 Page 1
ID:3zzrE5595qHBqKdROwR6OYzkwee-jOiQO—cw6clXgvlDIXEk3KxAnqP6BPv8XQWw7uywDPX
2-6-11 4-11-10 1-4-1 9-114
2-6-11 24-15 '_1 5 2-6-11
Scale = 1: 18.4
1 5x5 =
1,5x4
2
4x8
3
1.5x4
4
5X5
5
10 6
3x4 11 3X4 11
2-6-11 4-11-10 7-4- 9-11-4
2-6-11 2-4-15 195 2-6-11
LOADING (psf) SPACING- 1-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.06 8- >999 360 MT20 .244/190
TCDL 10.'0 Lumber DOL 1.00 BC 0.62 Vert(CT) -0.08 8 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(CT) 0.01 6 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 111 lb FT = 20%
LUMBER. BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x6 SP No.2 except end verticals.
WE B S 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 10=1614/0-4-0,6=1614/0-7-4
Max Uplift 1 0=-459(LC 4), 6=-459(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-10=-1428/410, 1-2=-2820/801, 2-3=-2820/801, 3-4=-2820/801, 4-5=-2820/801, 5-6=-1428/410
BOTCHORD 8-9=-1 128/3969, 7-8=-1 128/3969
WEBS 1-9=-786/2768, 2-9=-784/234, 3-9=-1236/352, 3-7=-1236/352, 4-7=-784/234, 5-7=-786/2768
NOTIES-
1) 2-ply truss to be connected togetherwith 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 0-9-0 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=1 40mph (3-second gust) Vasd=1 08mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 5ft; Cat. 11, Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 459 lb uplift at joint 10 and 459 lb uplift
at joint 6.
8) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 9-11-4
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate lncrease=1.00
Uniform Loads (plf)
Vert: 1-5=-330, 6-10=-5
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 r— 1010312015 BEFORE USE.
D 'sign valid for use only with MiTek(b connectors. This design is based only upon parameters shown, and is for an individual building component, notT'
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 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, Alexandria, VA 22314. Tampa, FL 36610
Truss Truss Type City Ply Park Sq Hmf-rribeca-1 986-2087B
T14620364
J5 JACK 9
Job Reference (optional)
Mid-l-loncla Lumber. Barlow. FL.
c?
b.-,iu s mar i i zuib mi ieK inausmes, Inc. t-n jui zu uv:u,5:uv zu its vage i
I D:3zzrE5595q H BqKd ROwR6OYzkwee-Ba GoEKDYtw9Ol3KQI FIzcYUKHEqxvv0SI m4FTfKywDPW
1-0-0 5-0-0
2x4
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 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=264/0-4-0, 4=64/Mechanical
Max Horz 2=130(LC 12)
Max Uplift 3=-94(LC 12), 2=-80(LC 12), 4=-6(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/clefl Ud 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; Cat. 11; Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-D, 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 94 lb uplift at joint 3, 80 lb uplift at joint 2
and 6 lb uplift at joint 4.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East dlvd. Tampa Fl. 33610
Date:
July 20,2018
WARNING 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 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 Ing'
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 genera! 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, FL 36610
Job Truss Truss Type Qty Ply Park Sq Hmrrribeca-1 986-20876
T14620365
P198662087-T J7 JACK 11
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.13u s mar 11 zuid mi i ek Industries, Inc. I-n Jul ZU IJ9:W:U9 ZU1IJ Flage I
ID:3zzrE5595qHBqKdROwR6OYzkwee-BaGoEKDYtw9Ol3KQIFlzcYUFJEmYwOSim4FTfKywDPW
7-0-0
7-0-0
3X4 = 4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl.. L/d
TCLL 20. 0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.14 4-7 580 240
TCDL 1 0.0 Lumberr DOL 1.25 BC 0.54 Vert(CT) 0.24 4-7 348 180
BCLL 0.0 0RepStessIn " YES WB 0.00 Horz(CT) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=183/Mechanical, 2=342/0-4-0, 4=90/Mechanical
Max Horz 2=175(LC 12)
Max Uplift 3=-1 35(LC 12), 2=-99(LC 12), 4=-8(LC 12)
Max Grav 3=183(LC 1), 2=342(LC 1), 4=129(LC 3)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
Scale = 1:21.8
PLATES __ GRIP
MT20 - -244/190
Weight: 24 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; Cat. 11 Exp 13; Encl.,
GCpi=0.18; MWF S (envelope) gable end zone and C-C Extericr(2) -1-0-0 to 2-0-0, Interion(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 135 lb uplift at joint 3, 99 lb uplift at joint
2 and 8 lb uplift at joint 4.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE NoM182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
AWARNING- 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 MiTeM 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 Ing'
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 Slreel, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq HmfTribeca-1986-2087B
T14620366
P1986B2087-T J7T SPECIAL 3
Job Reference (ontional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:03:10 2018 Page 1
ID:37zrE5595qHBqKdROwR6DYzkwee-fnqARgDAdDHFvDvcsyGC911NOeBDfS_R?k?lBnywDPV
3- 4-10-4 7-0
1_'_0 2 2-7-0 12
3x4
1.5X4 11
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.83
TCDL 10.0 Lumber DOL 1.25 BC 0.32
BCLL 0.0 Rep Stress Incr YES WB 0.11
BCDL 10.0 Code FBC2017fTP]2014 Matrix -MP
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2 *Except*
3-8: 2x4 SP No.3
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 5=5/Mechanical, 2=339/0-4-0, 7=272/Mechanical
Max Horz 2=1 75(LC 12)
Max Uplift 5=-18(LC 3), 2=-97(LC 12), 7=-1 28(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 3-4=-345/169
BOTCHORD 3-7=-314/359
WEBS 4-7=-425/372
Scale = 1:21.8
DEFL. in (loc) -1/defl L/d PLATES GRIP
Vert(LL) 0.15 8 >557 240 MT20 244/190
Vert(CT) -0.21 8 >402 180
Horz(CT) 0.11 7 n/a n/a
Weight: 29 lb FT = 20%
BRACING-
TOPCHORD Structuralwood sheathing directly applied or 5-7-10 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; Cat. 11 Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to -1-8' Interior(l) 2-1-8 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) na
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 18 lb uplift at joint 5, 97 lb uplift at joint 2
and 128 lb uplift at joint 7.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
WARNING - Verify design parameters and READ NOrES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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
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 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 HmfTribeca-1 986-20876
T14620367
P1986B_2087-T KJ5 JACK 4
Job Reference (ootional)
Mid -Florida Lumber, Bartow, FL.
1-5-0
A
i
3x4 —
8.130 s Mar 11 2018 MiTelk Industries, Inc. Fri Jul 20 09:03:10 2018 Page 1
ID:3z7rE5595qHBqKdROwR6OYzkwee-fnqARgDAdDHFvDvcsyGC9110ae4xfriR?k?lBnywDPV
7-0-14
7-0-14
Scale = 1: 16.7
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 , 0.80 Vert(LL) , 0.15 4-7 >571 240 MT20 244/190,
TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.25 4-7 >341 180
BCLL 0.0 Rep Stress Incr NO VVB 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- BRACING -
TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD 2x4 SID No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=183/Mechanical, 2=375/0-6-7, 4=95/Mechanical
Max Horz 2=1 41 (LC 4)
Max Uplift 3=1 20(LC 4), 2=-1 71 (LC 4), 4=-5(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 (11b) 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, Cat. 11; Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60
2) na
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 120 lb uplift at joint 3, 171 lb uplift at
joint 2 and 5 lb uplift at joint 4.
7) 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 lb 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.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 4-5=-20
Concentrated Loads (lb)
Vert: 1 0=4(F=2, B=2) 11 =-1 O(F=-5, B=-5)
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
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 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
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
I 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 oftrusses 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 Qty Ply Park Sq Hm[Tribeca-1986-2087B
T14620368
P1986B2087-T KJ7 JACK 2
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:03:11 2018 Page 1
ID:3zzrE5595qHBqKdROwR6OYzkwee-8zOYfOEpOXP5XMUoQgnRhzzg32UIOrPbDOkakbywDPU
1-5-0 -4-0 9-10-13
5-4-0 4-6-13
Scale = 1:21.4
2x4
5-4-0
54-0
5
3x4
9-10-13
4-6-13
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.03 7-10 >999 240 MT20 244/190
TCDIL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.05 7-10 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(CT) 0.01 6 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 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.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 4=1 21 /Mechanical, 2=508/0-6-7, 6=338/Mechanical
Max Horz 2=186(LC4)
Max Uplift 4=-94(LC 4), 2=-220(LC 4), 6=-125(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown.
TOPCHORD 2-3=-745/224
BOTCHORD 2-7=-322/679, 6-7=-322/679
WEBS 3-7=0/257, 3-6=-739/351
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60
2) na
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 94 lb uplift at joint 4, 220 lb uplift at joint
2 and 125 lb uplift at joint 6.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at This item has been
1-6-12, 3 lb down and 11 lb up at 1-6-12, 3 lb down and 44 Ito up at 4-4-12, 3 lb down and 44 lb up at 4-4-12, and 27 lb down and electronically signed and
77 lb up at 7-2-11, and 27 lb 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 sealed by Velez, Joaquin, PE4-4-12, 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
using a Digital Signature. 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). Printed copies of this
document are not considered
LOAD CASE(S) Standard signed and sealed and the
1) Dead + Roof Live (balanced): Lumber Increase=11.25, Plate Increase=1.25 signature must be verified
Uniform Loads (plf)
Vert: 1-4=-60, 5-8=-20 on any electronic copies.
Concentrated Loads (11b)
Joaquin Velez PE No.68182
MiTeX USA, Inc. FL Cert 6634Vert: 13=-53(F=-27, B=-27) 14=4(F=2, B=2) 15=-10(F=-5, B=-5) 16=-35(F=-17, B=-17)
6904 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
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 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
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 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 HmfTribeca-1986-2087B
T14620369
P1986B_2087-T KJ7T SPECIAL 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri Jul 20 09:03:12 2018 Page 1
ID:ItiEj_2vqrkv4uEJUYC2jFzkFng-c9yxsLFR9rXy9W3? — NJgEA6kfSh07JVkSlU8GfywDPT
1-1-0 3-2-2 6-4-11 9-10-13
1-1-1 3-2-2 3-2-9 3-6-2
3X4 11
4x4 =
LOADING (psf) SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.82
TCDL 10.0 Lumber DOL 1.25 BC 0.92
BCLL 0.0 Rep Stress Incr NO WB 0.30
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS
LUMBER-
TOPCHORD 2x4 SP DSS
BOTCHORD 2x4 SP No.2 *Except*
3-9: 2x4 SP No.3, 3-6: 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 5=70/Mechanical, 2=500/0-5-11, 6=367/Mechanical
Max Horz 2=186(LC4)
Max Uplift 5=-56(LC 4), 2=-216(LC 4), 6=-159(LC 4)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 3-4=-1015/400
BOTCHORD 3-8=-479/978, 7-8=-481/981
WEBS 4-8=-58/299, 4-7=-1 057/518
Scale = 1:21.4
6-4-11
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) 0.30 3-8 >394 240 MT20 244/190
Vert(CT) -0.47 3-8 >253 180
Horz(CT) 0.18 6 n/a n/a
Weight: 40 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-10-6 oc purlins.
BOTCHORD Rigid ceiling directly applied or 8-6-2 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf BCDL=3.Opsf; h=25ft; Cat. 11; Exp B; Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip bOL=1.6c)
2) na
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 56 lb uplift at joint 5, 216 lb uplift at joint
2 and 159 lb uplift at joint 6.
7) 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 Ito down and 11 lb up at 1-6-12, and 33 lb down and 76 lb up at 7-2-11, and 33 lb down and 76 lb up at 7-2-11 on top
chord, and 2 lb up at 1-6-12, 2 lb up at 1-6-12, at 4-4-12, at 4-4-12, and 2 lb down at 7-2-11, and 2 lb down at 7-2-11 on bottom
chord. The design/selection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face ofthe 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 (plf)
Vert: 1-3=-60, 3-5=-60, 9-10=-20, 3-6=-20
Concentrated Loads (lb)
Vert: 14=-66(F=-33, B=-33) 15=4(F=2, B=2) 17=-2(F=-1, B=-1)
99
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Joaquin Velez PE No.68182
MiTek USA, Inc. FL Cent 6634
6904 ParRe East Blvd, Tampa I'L 33610
Date:
July 20,2018
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 MiTelkO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
labricat ion, storage, delivery, erection a n d b raci n g of tru sses and truss system s, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Inforniation 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 HmrFribeca-1 986-20876
T14620370
P1986B2087-T MG1 JACK 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Fn Jul 20 09:03:12 2018 Page I
ID:37zrE5595qHBqKdROwR6OYzkwee-cgyxsLFR9rXy9w3?—NJgEA6tHSnd7likSlUBGfywDPT
3-7-8 7-M
3-7-8 3-4-8
1.5X4 11
4x4 = 3x8 11 4
4X4 =
7-0-0
Scale: 1/2"=l'
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 1-0-0
Plate Grip DOL 1.25
Lumber COL. 1.25
Rep Stress Incr NO
Code FBC2017fTP12014
CS1. -
TC 0.21
BC 0.52
WB 0.38
Matrix -MP
DEFL. in (loc) I/def! Ud
Vert(LL) -0.02 5-7 >999 240
Vert(CT) -0.04 5-7 >999 180
Horz(CT) 0.01 4 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 40 Ito FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-1-6 oc purlins,
BOTCHORD 2x6 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) 1=974/0-4-0, 4=788/Mechanical
Max Horz 1=77(LC 10)
Max U plift 1 =-241 (LC 8), 4=-233(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-1209/287
BOTCHORD 1-5=-312/1081, 4-5=-312/1081
WEBS 2-5=-232/992, 2-4=-1 233/356
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; Cat. 11; Exp B, Encl.,
GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60
2) na
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 20.0psf 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.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 241 Ild uplift at joint I and 233 lb uplift at
joint 4. This item has been
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 496 lb down and 130 lb up at electronically signed and
1-0-12, and 496 lb down and 130 lb up at 3-0-12, and 496 lb down and 130 lb up at 5-0-12 on bottom chord. The design/selection sealed by Velez, Joaquin, PEofsuchconnectiondevice(s) is the responsibility of others.
using a Digital Signature. 8) 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
LOAD CASE(S) Standard document are not considered
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signed and sealed and the
Uniform Loads (plf) Signature must be verifiedVert: 1-3=-30, 1-4=-10
Concentrated Loads (lb) on any electronic copies.
Vert: 7=-496(B) 8=-496(B) 9=-496(B)
Joaquin Velez PE No.68182
MiTelk USA, Inc. Fl. Celt 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
July 20,2018
WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11#11-7473— 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 afays required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
MiTek*
fabrication, storage, delivery, e rection a nd bracing of truss es and tru ss system s, 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
Symbols
PLATE LOCATION AND ORIENTATION
4_13/ 4 "
Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0-1,16 .1
t_
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.
A=
6-4-8 dimensions shown in ft-in-sixteenths
I (Drawings not to scale)
2 3
TOP CHORDS
0ry
0
CL
0
F-
0
0
IL
0
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBEIRED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERSILETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-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.
@ 2012 MiTek@ All Rights Reserved
Nor 110%10!011, _71
MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015
AGeneral 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 BCS1.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPl 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
in all respects, equal to or better than that
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 alter truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consult with
project engineer before use.
19. Review all portions of this design (front, back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSIITPI 1 Quality Criteria.
RECORD COPY
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BARTOW, FLORIDA
TRUSS LOADING CONDITIONS
ROOF TRUSSES I FLOOR TRUSSES
TOP CHORD LlUE: 20.0 1 TOP CHORD LNE q00
TOP CHORD DEAD 10.0 ITOP CHORD DEAD 12 0
BOTTOM CHORD DEAD 100 JBOTTOM CHORD DEAD 50
TOTRL LORD (PSF) Q,O I TOTAL LORD (PSF) 55.0
STRESS INCREASE: 1,25 ISTRESS INCREASE 1.0
THIS TRUSS SYSTEM HAS BEEN DESIGNED WITH LOADS GENERATED BY 140 MPH
WINDS USING 42 PSF TOP CHORD DEAD LOAD AND 30 PSF BOTTOM CHORD
DEAD LORD 0 MILES FROM HURRICANE OGERNLINNE. CRT 11. EXP. B ORSCE 7-0
BUILDER:
1986 - B
Park Square Homes
LER nDRSS
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RECORD COPY
City of Sanford
Building and Fire Preventio' n
Product Approval Specification Form
Permit # #18 4 55 1
Project Location Address
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 FL8871.5
Sliding MI Windows and Doors Series 420 Alum SGD - 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 FIL 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 1
Categoryl Subcategory Manufacturer Product
Description
Florida Approval #
including decimal)
3. Panel Walls
Siding James Harding Bldg Products Hardie Panel FI-13223.2
Soffits Aloha 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 FI-7006.1
Underlayments Warrior Roofing 15 and #30 Roofing Felt FI-2346.1
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 2
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 Signature
Applicant's Name
Please Print)
June 2014
Florida Building Code Online Pace I of 32-1
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Therma-Tru Corporation
118 Industrial Drive
Edgerton, OH 43517
419) 298-1740
rickw@rwbldgconsultants.com
Vivian Wright
rickw@rwbidgconsultants.com
Exterior Doors
Swinging Exterior Door Assemblies
Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
0 Evaluation Report - Harcicopy Received
Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E.
the Evaluation Report
Florida License PE-43409
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2021
Validated By Ryan J. King, P.E.
Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
FL8871 R8 C01 (b) Certificate of Indelpendence.l)df
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 Eauiv (b) Equivalency of Standards.odf
I
http://www.floridabuilding.orc,/pr/pr app dtl.aspx?param=wGEVXQWtDqty3 . 2/10/2018WnHrp..
Florida Building Code Online Page 2 of 3
Sections from the Code
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Method 1 Option D
10/17/2017
10/17/2017
10/19/2017
12/12/2017
Summary of Products
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.
8871.2 b. "ClassicCraft" or "ClassicCraftIRustic" 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 8871.2 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 R8 II (b) Inst 8871.1,pdf
Verified By: Lyndon F. Schmidt, P.E. 43409
Created by Independent Third Party: Yes
Evaluation Reports
FL8871 R8 AE (b) Eval 8871.1.pdf
Created by Independent Third Party: Yes
3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) -
Inswing or Outswing
Installation Instructions
FL8871 R8 II (b) Inst 8871.2.1)d -- -----
Verified By: Lyndon F. Schmidt, P.E. 43409
Created by Independent Third Party: Yes
Evaluation Reports
FL8871 R8 AE (b) Eva] 8871.2.Ddf
Created by Independent Third Party: Yes
8871.3 7 c. "ClassicCraft" or "Class!cCraft
Rustic" Series
T6 x 8'0 "Impact" Opaque Fiberglass Single Door with
Sidelite (OX or XO) - Inswing or Outswin'g
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.3.r)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 8871.3 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.3.1)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.)
8871.4 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.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 8871.4 for Desian Pressure Ratings by FL8871 R8 AE (b) Eva] 8871,4.1)df
specific Model and for any-o-ther 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 "J" part numbers for these sidelites, which have been
stained or painted within six months of installation.)
1
8871.5 e. "FiberClassic" or "SmoothStar" TO x 8'0 "Impact" Opaque Fiberglass Single Door (X) -
Series Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.5,t)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 8871.5 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.5.i)df
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?parain=wGEVXQwtDqty3 W rp... 2/10/2018
Florida Building Code Online Page 3 of 3
8871.6 f. "Fibel-Classic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door withISeriesSidelite (OX or XO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ, Yes FL8871 R8 11 (b) Inst 8871.6.[Ddf
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 'T' part numbers for these sidelites, which have been
stained or painted within six months of installation.)
8871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with
Series Sidelites (OXO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 (b) Inst 8871,7.pdf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes,
Design Pressure: N/A Evaluation Reports
Other: See INST 8671.7 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.7.r)df
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FilberClassic and
SmoothStar sidelites, this product approval requires the use
of "J" 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 FL8871 R8 II (bLLnst 8871.8.p f
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) Eval 8871.8.r)df
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
I
8871.9 i. "FberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with
ss,( ClassicCraft" or "ClassicCraft
Rustic"
Sidelites (OXXO) - Inswing or Outswing
stic, Series
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 N Inst 8871.9.[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 8871.9 for Design Pressure Ratings by. FL8871 R8 AE (b) Eval 8871.9.1)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 "J" part numbers for these sidelites, which have been
stained or painted within six months of installation.)
F---,-:-,l FE
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 Floridalaw, email addresses are public records. If you do not want youre-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:
PRO ER 0
cr-6-di Card
Safe
http://www.floridabuilding.org/pr/Pr_app_dtl.aspx?param=wGEVXQWtDqty3 W nHrp... 2/10/2018
SMOOTH STAR & FIBER CLASSIC
FIBERGLASS INGLE DOOR
INSWING / OUTSWING
GENERA L NOTES WPACT"
I , This product has been evaluated and is in compliance vvith the 6th Edition (20171 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 "HVHZ" this product complies with 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.).
5. For 2x 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 #4 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 Typical elevations, design pressures & general notes
2 Door panel details (Smooth star)
3 Door panel details (Fiber classic)
4 Horizontal cross sections
5 Vertical cross sections
6 1 Buck and frame - 2X buck masonry construction
7 Frame anchoring - IX buck masonry construction
8 Bill of Materials & Components
11*75- MAX,
FRAME WIDTH
11,00" MAX,
PANEL WIDTH
0
id
Z
X
6 -i
DOOR TYPE' W, IC,
INSWING 37.75" x 98.00" 80.0 80.0SMOOTH
STA R
OUTSWING 37.75" x 96.50" 80,10 80.0
INSWING 37.75" x 98.00" 80.0 80.0FIBER
CLASSIC
OUTSWING 37.75" x 96.50" 80.0 80.0
See Sheet 8 for design pressure limitations.
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DRAWING NO.:
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rl " HORIZONTAL CROSS SECTION
r—
TYP. 4
1.53" i
CORNERS
OF PANEL
C5
1.53" EOcq
10.(Oj
28.86% OPEN
AREA MAX.
NOTE: WOOD DOOR COMPONENTS: PINE JSG >= 0.42)
EXTERIOR
X. 27 jn
8.
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r2-' VERTICAL CROSS SECTION
Q,
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DWO. BY: DWS M
CHM. BY.. LFS
DPAW1NG NO.:
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SHEET OF
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DETAIL A -A
Panel reinforcement
HORIZONTAL CROSS SECTION
4.07'
TYP. 4
CORNERS
OF PANEL
ci
T
1.53"
C3
10.(o
6-5) 107TOM RAIL
28.86% OPEN
AREA MAX.
NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.421
EXTERIOR
Z,
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0-
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hi
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INTERIOR
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flNG NO,
FL-8871.5
7 3 OF 8
rl Y2 I. N% /% Ln
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EXTERIOR i 14 G
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E EDU_ 2
D
EMB. (TYP.)
D C,
B r6 3 4 5 B CoD'
5 5 r3 HORIZONTAL CROSS SECTION 91
L Shown wl I X sub -buck
L
0.15, 0,15, ro
CSINK CSINK
TYP.) PP.1
t8 XD4 08--
lo 10
INTERIOR INTERIOR
7
Rn
1
12 12 40 EXTERIOR1 EXTERIOR 4 DATE: 05/22/08
11
SCALE: N. T. S. 1-1/11"MIN 60
DING. BY: DWSEMB. (TYP,i E
CHK. BY. LFS
HORIZONTAL CROSS StCTION HORr2 IZONTAL CROSS SECTION DRAWING ND.:
FL-5871.5Outswingshown - Inswing Outswing shown - insvAng
EMB. (TYP.)
also approved also approved
SHEEr 4 oF 8
7
L Z
EXTERIOR —//— INTERIOR
rl-'\ VERTICAL CROSS SECTION
Outswing shown - inswing
also approved
EXTERIOR INTERIOR
r4 " VERTICAL CROSS SECTION
Inswlrenconfigluraation
o g , no, sheet I
for "HVHZ" water infiltration
requirements
EXTERIOR INTERIOR
2 VERTICAL CROSS SECTION
k,. Shown w/IX sub -buck
EXTERIOR INTERIOR
r5-' VERTICAL CROSS SECTION
in inr g ".nr'g"r.tl'ngeneralnotes, sheet I
for"HVHZ"water infiltration
requirements
NG,
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INTERIOR EXTEi'1'b9,,,, PV io z 00n11IW z
0 z0 6
40
5 q
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10
60 6
c Lj
8
V)
rz iz
36 VERTICAL CROSS SECTION
conficration 2
see general no es, sheet I 0
for "HVHZ" water infiltration
requirements
INTERIOR EXTERIOR
VERII CALOCROSS SECTION
5 Outswing confiCation
see general no es, sheet I
for "HVHZ" water infiltration
requirements
N.T.S.
BY: DWS
fff: LFS
MG NO,
FL-8871.5
T 5 or
G3: L
6"
ch
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MASONRY MASONRY on j 6 DQ-
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BUCKANCHORING HINGEJAMB FRAME ANCHORING STRIKE JAMB
Masonry 2X buck construction
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:
ANCHOk: ANCHOR MIN; MIN NCE, CLEAIRA N.-C CEM1LEAIRIAN
SIZE.: EMBEDMENV
Y:.
I,
10 ADJACENT
tbGE.- ANCHQR
ITW
TAFCONO 1/4- 2T" 4"
ELCO
1/4- V, 4- ULTRACONC
WOOD SCREW INSTALLATION NOTES:
1. Maintain a minimum 518" edge distance, I " end distance, & I " o.c. spacing ofIwoodscrewstopreventthesplittingofwood.
0
WE N W, 1 —0 —11
LATCH & DEADBOLT DETAIL
E: N.T.S.
BY: DWS
EVY. LFS
NINO NO.:
FL-8871.5
ET OF 8
2
E Cli
Ell
MASONRY
OPENING
FRAM
IX BUC
HINGE JAMB
CONCRETE ANCHOR NOTES:
I , Concrete anchor locations at the comers may be adjusted to maintain the min.
edge d[stonce to mortarjoints.
2 . concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to
maintain the min. edge distance to mortar joints, additional concrete anchors
may be required to ensure the "MAX. ON CENTER" dimension are not exceeded.
3. Concrete anchor table:
11 1 .-
ANCHOki
I .
1.1
ANCHOR MIN-.:. MIN. i:LEARANCE :: MIN % CLEARANCE
JYPE SIZE.: EMBEDMENT fdmAs6r40y.:%-: fo:AbjAuNf
EDGE,: ANCHOR
ITW
1/4" 1-1/4" 2- 4" TAPCONO
ITW
7APCON* 3/16- 3.1 1-1/2"
WOOD SCREW INSTALLATION NOTES:
1. Maintain a minimum 516" edge distance, I " end distance, & I" o.c. spacing of
wood screws to prevent the splitting of wood.
FRAMEANCHORING
Masonry I X buck construction
E. (jclid
STRIKE JAMB
V
10
6 k1i 0
12 S;
1.0
01
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LATCH & DEADBOLT DETAIL
HINGE DETAIL
E: N.T.S.
By: DWS
BY: LFS 3
NING NO.:
FL-8871.5
T _L OF
BILL OF MATERIALS
ITEM DESCRIPTION MATERIAL
A I X BUCK SG - 0.55 WOOD
B 2X BUCK SG >= 0.55 WOOD
C MAX. 114" SHIM SPACE WOOD
D 1/4" X 2-3/,VPFH ELCO OR ITW CONCRETE SCREW STEEL
E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI
301 OR HOLLOW BLOCK CONFORMING TO ASTM C90
CONCRETE
G 3116- X 3-1/4'PFH ITW CONCRETE SCREW STEEL
J I KX 3-3/4" PFH ITW CONCRETE SCREW STEEL
L 10 X 2-1/2" PFH WOOD SCREW (1. 15" MIN. EMBEDMENT) STEEL
I 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 ALUM./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 V 0 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 i18 X 2-1/7'PFH SCREW STEEL
17 8 X 3/4" PFH SCREW STEEL
I8_ 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 0.077'THK. (SMOOTH STAR) Fy = 6,000 PS(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 = 6,000 PSI MIN. FIBERGLASS
62 TOP RAIL (FIBER CLASSIC) COMP.
63 LOCK STILE (FIBER CLASSIC) WOOD/LVL
64 HINGE STILE (FIBER CLASSIC) WOOD
65 BOTTOM RAIL (FIBER CLASSIC) COMP.
66 PANEL REINFORCEMENT 0.023" THK. (FIBER CLASSIC) STEEL
67 FOAM CORE POLYURETHANE
4.56'
q HE'AD & SIDE
a Jamb
r."',THRESHOLD
Inswing adjustable
r.' THRESHOLD
Inswing self -adjust
T THRESHOLD
OufsMnggstandard
L --
5.85'
THRESHOLD
InsWng adjustable
THREIHOID0
4 Outswin, coastal
95 z
ipi
t
Do
0
8
N.
C, 00 0nz
N
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6
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elf 01
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E: N.T.S.
BY. Dws
BY: LFS
ONG NO,
FIL-8871.5
J 8 OF 8
L
Florida Building Code Online Page I of'
BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map i Links Search
Product Approval
USER: Public User
Product Approval Meng > Product or Agolication Search > Application Lis > Application Detail
R4FL # FL15332
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/Enn il
Oj
MI Windows and Doors
650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlinger@miwd.com
Brent Sitlinger
bsitiinger@miwd.com
Category Exterior Doors
Subcategory Slid i ng'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
L Validation Checklist - Hardcopy Received
Certificate of Independence FL15332 R4 COI FLCOI.od
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.floridabuildin a.ora r/pr app dtl.aspx?param=wGEVXQwtDqtHS572qvdWId... 2/1/2018
1 -/P
Florida Buildincy Code Online Pao,e 2 of
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
08/11/2017
08/13/2017
08/lS/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 II 08-00500E.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 F11S332 R4 AE 510807D.I)d
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x8O" NON -
REINFORCED
Limits of Use Installation Instructions
Approved for use in HVHZ: No F1-15332 P,4 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.Qd
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXOR ' T145-3/4"x96" REINFORCED
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R4 II 08-02248C.odf
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.Ddf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX
REINFORCED 96"x96"
Limits of Use - Installation Instructions
Approved for use in HVHZ: No FL15332 P.4 H 08-02249C.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 512969C.odf'
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.pd
PRESSURE RATINGS Created by Independent Third Party: Yes
1
15332.6 I 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 71 08-00499E.odf
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.Ddf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x9"
ALUMINUM SGD
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL1S332 R4 II 08-00501E.odf
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
https://ww-w.floridabuildincr.orc, r/p_app_dtl.aspx?param=wGEVXQvADqtHS572qvdW-Id... 2/1/2018P
Florida Buildin1c, Code Online Page 3 of 3
Other: REFER TO APPROVAL DOCUMENT FOP, DESIGN FL1533) R4 AE S10808D.od
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 !I 08-00502E.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 F1_15332 R4 AE 510809D.Ddf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX
ALUMINUM SGD 143"x96"
Limits of Use Installation Instructions
Approved for use in HVHZ,. No FL15332 R4 II 08-00503E Qd
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 510810D.E)d
PRESSURE RATINGS Created by Independent Third Party: Yes
F - -7 FEE
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
Section 4S5.275(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-addre'ses-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 pubric: To-ditermine if y-616-ari a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
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z ii R 99 11
cred' Card -
Safe
https:llww-w.floridabuildinz.orglprlpr_app_dtl.aspx?param=wGEVXQw-tDqtH8572qvdWld... 2/1/2018
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. WHERE IX BUCK IS NOT USED
DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE.
SELECTION OF COATING OR MEM6RANE IS THE RESPONSIBILITY OF THE ARCHITECT OR
ENGINEER OF RECORD.
4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT
SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=' 1.6 WAS USED FOR WOOD ANCHOR
CALCULATIONS.
5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5.
6. UNITS MUST BE GLAZED PER ASTIVI E1300-04/09 WITH SAFETY GLASS.
7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND E30RNE
DEBRIS REGIONS.
B. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE
SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4--.
9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO
NOT REQUIRE WATER INFILTRATION RESISTANCE.
OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT
10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE
ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH
TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 1" MINIMUM EDGE
DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH
SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL.
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
13. ALL FASTENERS TO BE CORROSION RESISTANT.
14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42
B. CONCRETE MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI.
C. MASONRY STRENGTH CONFORMANCE TO 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, XO, XX, XP, PX, XIP, PIX
REVISIONS
REV ESCRIPTION
A ADDED "NGE AND FIN INSTALLATION
B REVISED INSTALLATION DETAILS
C REVISEO INSTALLATION DETAILS
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
GRATZ, PA 17030
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" X 96"
NOTES
TABLE OF CONTENTS
DRAWN:
SHEET NO. DESCRIPTION V. L. !249 Rc
I NOTES SCALE NTS ET I OF 10
2 3 ELEVATIONS L. ROBERTO LOMAS P. E
1432 WOODFORD RD LEWISVILLE, NO 27023
4 10 INSTALLATION DETAILS 434-668-0609
DATE APPROVED
12/10/13 R.L.
08/03/15 R.L.
06/21/17 R.L.
SIGNED: 0612112017
N M I 1111fle
R L
E Nq
6ylvf
TT OF -4 Z7ATOF
L%' ZOMO''A
010. IINAI-
Luis R. Lomas P.E.
FL No.: 62514
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 IMPACTRATING
35.OPSF NONE
SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS
NOTES:
1. MAXIMUM PANEL SIZE: 48112"x 95"
2. MAXIMUM D.L.O.: 44 518"x90518"
HARDWARE SCHEDULE
1) FLAT MOUNTED HANDLE SET (99-04-145) AT 38 314" ON CENTER FROM PANEL BOTTOM
1) METALLIC TANDEM ROLLERS (99-17-195) AT EACH END OF PANEL BOTTOM RAILS
ALUMINUM 6063-T6 REINFORCEMENT (668) AT ALL PANEL INTERLOCKS
REVISIONS
REV DESCRIPTION ATE APIROVED
A ADDED FLANGE AND FIN INSTALLAT10N 12/10/13 R.L.
B REVISED INSTALLATION DETAILS 08/03/15 R.L.
C REVISED INSTALLATION DETAILS 06/21/17 R.L.
CHART#1
WHERE WATER INFILTRATION RESISTANCE IS REQUIRED.
qFF AinTi- Q.,w-iFrr I
Design pressure charl (pso
Fratre
Single Panel and Total Fra Width (in)
Height
0 36.0 1 42.0 48.030
60.00 72.00 84.00 96.00
in)
P.s NegI- P.s N.g P.s, P-aP" NagNg
84.0 40.0 58.4 40.0 50.9 40.0 40.0 42.0
788. -0 40.0 55.2 40.0 48.0 40.0 43.0 39.4 39.4
ET2 0 15 21N 40.0 45A 40.0 40.6 37.1 37.1
F T1 -B . 1 9 1 40.0 43.1 38.4 38.4 5 035.0 35,00
cHAnT#2
WHERE WATER INFILTRATION RESISTANCE IS NOTREOUIRED.
SEE NOTE 9 SHEET I
Design pressure charl (pso
Rat-ne
Single Panel and Total Fraine Wdth (in)
Height
300 36. 0 4 .0 48.0
in)
60.00 72.00 8400 96.00
Poe I Nag P..T-N.g P.. N.g Post N.g
84.0 58.4 58.4 50.9 50.9 45.7 45.7 42.0 42.0
88.0 55.2 55,2 48.0 48.0 43.0 43.0 39.4 39.4
0 52.4 1 52.4 45.4 1 45.4 40.6 40.6 37.1M371
15 _0 4-3 -1t 43.1 38.4 38.4 35.0 35.0
CHA R r #3
Number of anchor locations required
I'mi-ne
Single Panel and Total Fraine Width (in)
Height
30.0 36.0 1 42.0 48.0
in)
60.0 72.0 64.0 96.0
H&S I./antil, H&S Jamb H&S liarrib H&S jjan
84 -0 4 6 5 6 6 6 6 6
88.0 4 6 5 6 6 6 6 6
92.0 4 6T46 5 6 6 6 6 6
96.0 1 5 6 6 6 1
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
GRATZ, PA 17030
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" X 96"
ELEVATION
DRAWN: ---
TRICVV. L. 249
SCALE NTS I DATE T 2 OF 10
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NG 27023
434-686-0609 010-Pirlomaspe.cbm
SIGNED: 0612112017
0N l, IiIIII
E
4,TAT OF
0011IM0
Luis R. Lomas P.E.
FL No.: 62514
6" MAX
6" MA)
17" MA
O.C.
96 11 T—
MAX
FRAME
HEIGHT
6" MAX I I
96" MAX FRAME WIDTH
1) ANCHOR PER LOCATION
AT HEAD & JAMBS
SEE CHART #4
FOR NUMBER OF LOCATIONS
REQUIRED
17" MAX
n r 6" MAX
2) ANCHORS PER LOCATION
SERIES 420 SGD REINFORCED WITHOUTADAPTER AT SILL
EXTERIOR VIEW SEE CHART #4
FOR NUMBER OF LOCATIONS
DESIGN PRESSURE RA TING IMPACTRATING
REQUIRED
35. OPSF NONE
SEE CHAR TS # I AND #2 SHEET 2 FOR OTHER UNITS RA TINGS
HARDWARE SCHEDULE
A. Ill) FLAT MOUNTE HANDLE SET (99-04-145) AT 38 3/4" ON CENTER FROM PANEL BOTTOM
B. Ill) METALLIC TANDEM ROLLERS (99-17-195) AT EACH END OF PANEL BOTTOM RAILS
C. JALLIMINUM 6063-T6 REINFORCEMENT (668) AT ALL PANEL INTERLOCKS
REVISIONS I
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: 48112"x 95"
2. MAXiMUMD.L.O.:44518"x90518"
CHART#4
Number ofanchor locations required
Rene
Single Panel and Total Unit Width (in)
I -Light 30.0 36.0 42.0 48.0
in) 60.0 72.0 8,C0 96.0
H&S I Jand, H&S Jamb 14 S Jamb H&S J.D,b
84.0 6 5 6 6 6 6 5
88.0 4 6 5 6 6 J_LT 6 6
92.0 44 6 5 B 6 1 6 1 6 6
96.0 4 6 5 6 6 1 6 1 6 6 1
SIGNED: 0612112017
MI WINDOWS AND DOORS LLC 0\\iIIIljJj
650 WEST MARKET STREET R. L 0 1"
GRATZ. PA 17030 E tqg-Lp
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" X 96" 1571to? 1 —
FIN ELEVATION
51
TAX OF
DRAWN: Wv
V.L. 249 Cc
1111IM0
Luis R. Lomas P.E.
SCALE NTS JDATE 10/30/13 SHEET 3 or lo
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688 0609 r1lomas@fdomaspe,com FL No.: 62514
1/2" MIN.
EDGE DISTANCE
I
1 3/8- MIN.
WOOD FRAMING
OR 2X DUCK
EMEIE ENT
BY OTHERS
1/4
MAX
SHIM
10 WOOD SPACE
SCREW
10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
EXTERIOR 1 11 I I INTERIOR
VERTICAL CROSS SECTION
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
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
MIN.
ENT
AIN.
tuk,r ur>TANCE
1 3/8" MIN.
EMBEDMENT
17 -
1/2" MIN.
EDGE DISTANCE
10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
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.
1/4" MAX,
SHIM SPACE
gagini
I13711 w—
INTEHIOR
III— EXTERIOR
JAMB INSTALLATION DETAIL
WOOD FRAMING OR2X BUCK INSTALLATION
SIGNED: 0612112017
M1 WINDOWS AND DOORS LLC
650 WEST MARKET STREET N\ 9, L
ff '/'
GRATZ, PA 17030
1,
F
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" X 96"
FRAME INSTALLATION DETAILS TAT 14, Z
05- ;ro' 4S,, ORM'. DRAWN: G NO. V
V.L. 08-02249I I C
NA
SCALE NTS DATE SHE" 10/30/13 4 OF 10
Luis R. Lomas P. E.
L. ROBERTO LOMAS P. E
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688-0609 rI1omas@1r1omaspe.cofn FL No.: 62514
REVISIONS
1 1/2" MIN I" MIN. REV DESCRIPnON APPROVED
SEPARATION EDGE DISTANCE A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
8 REVISED INSTALLATION DETAILS OB/03/15 R.L.
C RE\MSED INSTALLATION DETAILS 06/21/17 R.L.
1 1/4" MIN.
4 1 1/4" MIN.
CONCRETE/
EMBEDMENT EMBEDMENT
MASONRY
BY OTHERS 1/4" MAX.
SHIM SPACE
1/4" MAX.
OPTIONAL
IX BUCK
L ------- — i SHIM SPACE
TO BE MIN. INTERIOR
PROPERLY EDGE
SECURED DISTANCE
SEE NOTE 3
SHEET 1
3/16" TAPCON
qm
3"
MIN
SEPARATION
ETXTERIORINTERIOR
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
3/16" TAPCON EXTERIOR
3/16" TAPCON CONCRETE/MASONRY
BY OTHERS JAMB INSTALLATION DETAIL
CONCRETEIMASONRYINSTALLATION
MASONRY/
OPTIONAL 1X BUCK
CONCRETE
TO BE PROPERLY
SECURED
BY OTHERS SEE NOTE 3 SHEET I
NOTES:
1 1/4" MIN. 1. INTERIOR ANO EXTERIOR FINISHES, BY OTHERS,
EMBEDMENT14 NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED INACCOHDANCE WITHASTME2112 SIGNED: 0612112017
MI WINDOWS AND DOORS LLC
2 7/8" MIN 11" MIN.
SEPARATION
650 WEST MARKET STREET
GRATZ, EEDGEDISTANCEPA17030 y
VERTICAL CROSS SECTION SERIES 420 SGD REINFORCED WITHOUT ADAPTER 1
CONCRETEIMASONRY INSTALLATION 96" X 96"
FRAME INSTALLATION DETAILS I 6514/1 "t'07']t7 = ETAT OF
DRAWN: DWG NO" 4 OR VDIRV. L. 08-02249 C IONAX-:\,''
SCALE NTS I DAIE 10/30/13 ISHEETIS OF 10 11011111W,
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E.
434-686-0609 rjI0.aS@IrI-aSp0.c— FL No.: 62514
METAL
STRUCTURE
BY OTHERS
1/2' MIN
EDGE
DISTANCE
1/4" MAX
5 F SHIM SPACE
10 SMS OR
SELF DRILLING
SCREW
EXTERIOR I I I 1 11 11 INTERIOR
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
10 SMS OR
SELF DRILLING
SCREW
METAL
STRUCTURE
BY OTHERS
1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINTSEALANTBY OTHERS TO BE
DESIGNED IN ACCORDANCE WITHASTM E2112
T--
1/2" Will
EDGE DIST/
I
10 SMS OR
SELF DRILLING
SCREWS
METAL
STRUCTURE
BY OTHERS
REVISIONS
REY DESCRIPTION
A ADDED FLANGE AND FIN INSTALLATION
B REVISED INSTALLATION DETAILS
C REVISED INSTALLATION DETAILS
I JA" LIAV
DATE APPROVED
12/10/13 R.L.
08/03/15 R.L.
06/21/17 R.L.
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SIGNED: 0612112017
MI WINDOWS AND DOORS LLC
65D WEST MARKET STREET
GRATZ, PA 17030
R. L 0 f
SERIES 420 SGD REINFORCED WITHOUT ADAPTER k:
96" X 96" 61itm, 4FRAMEINSTALLATIONDETAILS
y
Q- T49fAT OF
0
DRAWN: G NO* REV
01'
0 iR
V.L. 08-02249 C 0NAt
SCALE NTS I DATE 10/30/13 ISHEET5 OF 10
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E.
434-688-0609 FL No.: 62514
WOOD FRAMING
OR 2X BUCK
BY OTHERS
EXTERIOR
10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
1/2" MIN.
EDGE DISTANCE
1 3/8" MIN.
EMBEDMEN
1/4" MAX.
SHIM SPACE
10 WOOD
SCREWS
INTERIOR
0 BE SET IN
OF
VED SEALANT
MIN.
NT
REVISIONS '
REV DESCRIPTION DATE APPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L
8 REVISED INSTALLATION DETAILS 08/03/15 R. L.
C REVISED INSTALLATION DETAILS 06/21/17 R.L.
1 3/8" MIN. 1/4" MAX.
EMBEDMENT SHIM SPACE
1 INTERIOR
1/2" MIN..
EDGE DISTANCE
10 WOOD
SCREWS
EXTERIOR
JAMB INSTALLATIONDETAILWOODFRAMING
WOOD FRAMING OR 2X BUCK INSTALLATIONOR2XBUCK
BY OTHERS
1/2" MIN.
EDGE DISTANCE SIGNED: 0612112017
VERTICAL CROSS SECTION MI WINDOWS AND DOORS LLC
WOOD FRAMING OR 2X BUCK INSTALLATION 650 WEST MARKET STREET
GRATZ, PA
L 0
7, 17030
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" X 96"
FLANGE INSTALLATION DETAILS SMAT OF
NOTES:
1. INTERIOR
DRAWN; REV
5 '0 z k0RANDEXTERIORFINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY, V. L. 08-02249 C
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE SCAE NTS /13 s"FET 7 OF 10
DESIGNED IN ACCORDANCE WITH ASTM E2112
L. ROBERTO LOMAS P.E.
f432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E.
434-688,0609 r1lot-s0airloinaspe—n FL No.: 62514
1/2" MIN.
EDGE
DISTANCE
METAL ---
STRUCTURE
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 SIVIS OR
SELF DRILLING
SCREW
INTERIOR
L TO BE SET IN
BED OF
PROVED SEALANT
Im
1/2"
MIN.
EDGE
DISTANC
I—
10 SIAS OR
SELF DRILLING
SCREWS
METAL
STRUCTURE
BY OTHERS
I IA" kJAV
REVISIONS
REV ESCRIPTION DATE APPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
0 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 g - L 0o - - i - i
GRATZ, PA 17030 E N kp 1:
SERIES 420 SGD REINFORCED WITHOUT AJDAPTER
96" X 96"
FLANGE INSTALLATION DETAILS gif!At5 O)F
ORDRAWN:
V.L. 2249
At
1 if I i
Luis R. Lomas P.E.
E 10/30/13 1 S-EET El 10
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, N027023
434-688-0609 filomas@frloniaspe.com FL No.: 62514
1 1/2" MIN. 1 MIN.
REVISIONS
SE PARATION ED13E DISTANCE
REV DESCRIPTION DATE APPROVED
L 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.
CONCRETE/
14. EMBEDMENT
1 1/4" MIN.
MASONRY EMBEDMENT
BY OTHERS 1/4" MAX.
SHIM SPACE
OPTIONAL
1/4" MAX. IIX BUCK
TO BE SHIM SPACE
PROPERLY INTERIOR
0
SECURED MIN.
SEE NOTE 3 EDGE
SHEET 1 DISTANCE
3/16" TAPCON El
3"
EXTERIOR INTERIOR MIN. LlSEPARATION
SILL TO BE SET IN
A BED OF 3/16" TAPCON —
A EXTERIOR
APPROVED SEALANT
3/16" TAPCON
CONCRETE/MASONRY JAMB INSTALLAbON DETAIL
BY OTHERS
CONCRETEIMASONFLY INS TALLA TION
MASONRY/
CONCRETE OPTIONAL 1X BUCKUCK
BY OTHERS TO BE PROPERLY
SECURED
SEE NOTE 3 SHEET I
NOTES:
4-
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
1 1/4" MIN. NOT SHOWN FOR CLARITY.
EMBEDMENT 2. PERIMETEHANO JOINT SEALANT BY OTHERS TO BE
4. DESIGNED IN ACCORDANCE WITH ASTM E2112
4 SIGNED: 0612112017
MI WINDOWS AND DOORS LLC
2 7/8" MIN.. 1" MIN. R - to650WESTMARKETSTREET 4,-
SEPARATION EDGE DISTANCE GRATZ, PA 17030
VERTICAL CROSS SECTION
SERIES 420 SGD REINFORCED WITHOUT ADAPTER //I 6 1'rCONCRETEIMASONRYINSTALLATION96" X 96"
FLANGE INSTALLATION DETAILS OF' .
DRAWN: DWG 110 A 01110'
V. L. 08-02249 11C 0
SCALE NTS I DATE 10/30/13 SHEET 9 OF 10 11111
I. ROBERTO LOMAS P. E.
1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E.
434-688-0609 rilomas@lrioinaspe.com FIL No.: 62514
WOOD FRAMING —\ 1/4" MAX
BY OTHERS SHIM SPACE
1 1/4"
MtENTEMBED
APPROVED
SEALANT
BEHIND FIN
8 WOOD
SCREW 7/16" MIN
EDGE DISTANCE
APPROVED
SEAL -ANT
BEHIND FIN
8 WOOD
SCREW
7/16" Mit
EDGE DISTAI,
INTERIOR 11[l
KUNIM
EXTERIOR
JAMB INSTALLATION DETAIL
FRAMING OR 2X BUCK INSTALLATION
VERTICAL CROSS SECTION
WOOD FRAMING OR2XBUCKINSTALLATION
FOR SILL INSTALLATION SEE SHEETS 4-9.
WOOD
FRAMING
BY OTHERS
1/4" MAX.
SHIM SPACE
R
INTERIOR TRIM
REVISIONS
EV ESCRIPTION DATE: APPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R. .
8 REVISED INSTAL I ATION DETAILS 08/03/15 R. L.
C REVISED INSTALLATION DETAILS 06/21/17 R.L.
1 5/8" MIN.
EDGE DIST.
4TRIM
1 1/4" MIN.
INTERIOR EMBEDMENT
L
1 /4 "
EMIBED
ONCRMASONRY/C
BY OTHE
ix BUCK BY OTHERS,
HOOK STRIP 1X BUCK TO BE
PROPERLY SECURED
3/16" 7311TAPCON
EXTERIOR
PANEL INTERLOCK
HOOKSTRIP INSTALLATION
MASONRYICONCRETE
1/2" MIN. METAL STRUCTURE
1/2" MIN. EDGE BY OTHERS
DISTANCE EDGE DISTANCE
TRIM !---A
3/8" MIN. R kq
777- EMBEDMENT
HOOK STRIP
HOOK STRIP #
10 SELF DRILLING
SCREW
10 WOOD PANEL
SCREW EXTEIR31OR INTERLOCK
EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION
METAL STRUCTURE
HOOK STRIP INSTALLATION SIGNED: 0612112017
2X BUCKIWOOD FRAMING
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
GRATZ, PA 17030
L 0
SA - - - - - 4i
E IV
SERIES 420 SGD REINFORCED WITHOUT ADAPTER 61
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
ERS TO BE2. PERIMETER AND JOINT SEALANT BY OTH
96" X 96"
NAILFIN & HOOK IMSTALLATION DETAILS 4, Y;/-O'F9TAT
ONAL
DRAW
V. L. 249
REV
C
DATE — SCALE NTS 1 "10 OF 10
DESIGNED IN ACCORDANCE WITH ASTM E2112
Luis R. Lomas P. E.
FL No.: 62514
L. RODER fO LOMAS RE
1432 WOODFORD RD LEWISVILLE, NC 27023
434-.11-011
Florida Building Code Online Page I of 6
Log In User Registration H Submit Surcharge PublicationsBCISHome . ot Topics Stats & Facts F5C Staff BCIS Site Map Links Search
Product Approval
USER: Public Userb icmijj uiot
Product Appro al Menu > Product or Aoolication Search Application Lis Application Detail
17
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
1:
Clopay Building Products Company
8585 Duke Blvd.
Mason, OH 45040
513) 770-6062
mwesterfteld@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
ANSI/DASMA 108
ANSI/DASMA 115
ASTM E1886
ASTM E1996
ASTM E330
Yea r
2005
2005
2002
2002
2002
Florida Licensed Professional Engineer or Architect
FL15279 R5 Eauiv 20170809 - FBC - DASMA 108 eguiv.od
FL15279 R5 Equiv 20170809 - FBC - DASMA 115 equiv.pd
Method I Option A
08/10/2017
11/29/2017
https://www.floridabuilding.oro,/pr/Pr app dtl.aspx?param=wGEVXQwtDqv-'IyVVKJZIQ... 2/1/2018
Florida Buildinc, Code Online Pac,e 2 of 6
Date Pending FBC Approval
Date Approved 12/OS/2017
Summary of Products
Go to Page Pagel / 8
FL # Model, Number or Name Description
15279.1 001 W3-09 DSIE-IA171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.;
2051,2053,4050,4051,4053, 62, interior skin 29 ga. min.) Single -Car (up to 9'0" wide)
64, 65, 62G, 621-G, 64G, SDP38, WINDCODE@ W3 Garage Door
SFL38, SRP38, 134, 135, 136,
6130, 6131, 6133
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 RS C CAC Letter with proof of contract and proof
of insicection.DdAlyprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 RS C CAC W3 Listing Intertek._pff
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 11 l0l6S5-Revl2.Qd
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 1A471: GDlSP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated
GRlSP, GDlLP, GRlLP, ARlSP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
ARlLP, EDlSP, EDILP, 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 oroof of contract and 1proo
of inspection.odApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek.gff
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 FL15279 R5 II 103952-RevOl.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:
15279.3 003 W3-09 DSIU-lAl7l: 9130,
9131, 9133, HDP13, HDPF13,
HDPL13 7130, 7131, 7133, 8130,
8131, 8 33
Double -skin Insulated PUR (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
WINDCODE@ W3 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 insDection.iodApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek.pdf
Design Pressure: +20 PSFI-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-RevOl.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
Created by Independent Third Party:
15279.4 004 W3-16 DSIE-lAl7l: 2050,
2051, 2053, 4050, 4051, 4053, 62,
64, 65, 62G, 62LG, 64G, SDP38,
SFL38, SRP38, 134,135, 136,
6130, 6131, 6133
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.5
1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide)
WINDCODE@ W3 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of insQection.l)d
FL15279 _R5 C CAC W3 Listing I tertek.Ddf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 101820-Revl3,od
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
https://www.floridabuilding.org/p-r./p app dtl.aspx?param=wGEVXQwtDqv'yVVKJZIQ... 2/l/2018
Florida Building Code Online Page 3 of 6
005 W3-16 DSIE-lA471: GD1SP, Gal I ery/Artistry/Expressions: 1-3/8" Double -skin Insulated
GR1SP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
AR11-P, ED1SP, ED1LP, 4132, 2132, Double -Car (9'2" up to 16'0" wide) WINDCODE@ W3 Garage
6132, SFC38, MFC38 I Door
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ., Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.6 1006 W3-16 DSIU-1A171: 9130,
9131 9133, HDP13, HDPF13,
HDP 13, 7130, 7131, 7133, 8130,
8131, 8133
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ.- Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-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
Fl 15279 R5 C CAC Letter with oroof of contract and proof
of inspection. pd
FL15279 P.5 C CAC W3 Listing Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 104028-RevOl.r)d
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Double -skin Insulated PUR (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
WINDCODE@ W3 Garage Door
Certification Agency Certificate
FL1 5279 P5 C CAC Letter with proof of contract and proof
of nsoection.Dd
FL15279 R5 C CAC W3 Listing Intertek.pd
Quality Assurance Contract Expiration Date
OS/21/2028
Installation Instructions
FL15279 R5 II 104168-Rev0l.l)d
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-2F1S3: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide)
75, 190, 84A, 94, 42, 48, 55, 42B, WINDCODE@ W3 Garage Door
48B, 55S, 4RST, 6RST, 4RSF, 6RSF I
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.8 008 W4-09 DSIE-11`171: 4300,
4301, 4310, 4400, 4401, HDG,
HDGL, HDGF, 66, 66G, 67, 67G,
68, SP200, S17200, SE200, 6200,
6201,6203
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure- +28 PSF/-29 PSF
Other: The OPTIONAL glazing available for this product
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).
15279.9 009 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
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and Droof
of inspection,I)df
FL15279 R5 C CAC W3 Listing Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 101308-Revl2.pd
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
2" Double -skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
WINDCODE@ W4 Garage Door
Certification Agency Certificate
FL15279 RS C CAC Letter with proof of ntra d ro of
of insl3ection.jDd
FL15279 R5 C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 101652-B-RevI1.pd
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
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 prco
of insipection.pd
FL15279 R5 C CAC W4 Listinq Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 RS II 103969-B-Rev02.pd
https://v,,,,,.floridabuilding.org/pr/pr-app_dtl.aspx?param=wGEVXQwtDqv' )yVVKJZ1 Q... 2/1/2018
Flon'da Buildinc, Code OnlineI "D 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,
9201, 9203, HDP20, HDPF20,
HDPL20 7200, 7201, 7203, 8200,
8201, 8 03
Double -skin Insulated PUR (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
WINDCODE(D W4 Garage Door
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLIS279 R5 C CAC Letter with proof of contract and proof
of insQection.pdApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W4 Listing Injertek.p f
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 neet the impact resistant requirement for FL15279 R5 II 104183-RevOl.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:
15279.11 011 W4-09 DSIUO-lK479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.;
Ridge/Brookstone interior skin 27ga. min.) with Overlay Single -Car (up to 9'0"
wide) WINDCODEO 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.od . Approved for use outside HVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W4 Listinq Intertek.pdf
Design Pressure: +28 PSF/-29 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 II 104456-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:
15279.12 012 W4-09 PAN-2F1S1: 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, GR5S,
GR5SV,AR5S,AR5SV,ED5S,
ED5SV
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and Droof
of insPection.pcifApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL15279 R5 C CAC W4 Listinq Intertek.od
Design Pressure: +25 PSF/-32 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 II 300159-B-Revl6.pd
windborne debris regions. Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.13 013 W4-09 PAN-21`441: G4S, GS4, Gal lery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single-
G4L, GL4, GD4S, GD4L, GR4S, Car (up to 9'0" wide) WINDCODE@ W4 Garage Door
GR4L, G4SV, GS4V, G4LV, GL4V,
GD4SV, GD4LV, GR4SV, GR4LV,
E4S, E4L, ED4S, ED4L, E4SV, E4LV,
ED4SV, ED4LV, SS4, SL4, AR4S,
AR4L, SS4V, SL4V, APASV, AR41-V
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and r)roof
of inspection.1)dApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL15279 R5 C CAC W4 Listing Intertek.pdf
Design Pressure: +25 PSF/-32 PSF Quality Assurance Contract Expiration Date
Other: The standard glazing available for this product 05/21/2028
meets the wind load requirements of thebuilding code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 II 103486-B-RevO8.pdf
windborne debris regions. 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.ora/pr/pr app_dtl.aspx?paraxn=wGEVXQWtDqv')yVVKJZIQ... 2/1/2018
Flon*da Building Code Online 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 FBC).
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
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +25.5 PSFI-25.5 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.
15279.16 016 W4-16 DSIE-11`471: GD2SP,
GR2SP, GD2LP, GR2LP, AR2SP,
AlR2LP, 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: +25.5 PSF/-25.5 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.
Certification Agency Certificate
FL15279 P,5 C CAC Letter with Droof of contract and oroo
of inspection.pd
FL15279 R5 C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 RS II 103549-RevO6,od
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
2" Double -skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
WINDCODE@ W4 Garage Door
Certification Agency Certificate
FL15279 P,5 C CAC Letter with proof of contract and or Lf
of insQection.pd
FL15279 R5 C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 101481-B-Revl3.Qdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS
exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -
Car (9'2" up to 16'0" wide) WINDCODE@ W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with roof of contract and proo
of insbection.pd
FL15279 R5 C CAC W4 Listino Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 104029-S-RevO3.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.17 017 W4_16 DSIE0-1F479: Double Skin Insulated EPS (exterior skin 27 ga. min.;
Coachman/Settlers/Affinity interior skin 27ga. min.) with Overlay Double -.Car (up to
16'0" wide) WINDCODE@ W4 Garage Door I
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25 PSF/-25 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).
15279.18 018 w4-16 DSIU-IF171: 9200,
9201, 9203, HDP20, HDPF20,
HDPL20, 7200, 7201, 7203, 8200,
8201,8203
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25.5 PSF/-25.5 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirem nts 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 Droof of contract and oroof
of inspection.od
FL15279 R5 C CAC W4 Listing Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 11 103046-RevO7.r)d
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Double -skin Insulated PUR (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
WINDCODEO W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proo
of insp :tjon.p f
FL15279 R5 C CAC W4 Listing Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 104169-Rev0l.[)d
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
htt s://www.floridabuildino,.org/pr' r app dtl.aspx?param=wGEVXQwtDqv)yVVKJZIQ... 2/1/2018P /P
Florida Building Code Online Page 6 of 6
115279.19 019 W4_16 DSIUO-lK479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.;
1 Ridge/Brookstone1 interior skin 27ga. min.) with Overlay Double -Car (9'2" 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 insDection.odApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W4 Listino Intertek.od
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 R5 II 104457-RevO2.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 FBC). Evaluation Reports
Created by Independent Third Party:
15279.20 020 W4-16 PAN-21`153: 73, 1500, Steel Pan (min. 25 ga..) Double -Car (9'2" to 16'0" wide)
75, 190, 84A, 94, 42, 48, 55, WINDCODE(D-W4 Garage Door
4RST, 6RST, 4RSF, 6RSF, GD5S,
GD5SV, GR5S, GR5SV, AR5S,
ARSSV,EDSS,EDSSV
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and -proof
Approved for use outside HVHZ: Yes of insnectlon.Dd
Impact Resistant: No FL15279 R5 C CAC W4 Listing Intertek.pd
Design Pressure: +24 PSF/-24.5 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- P.5 II 101711-B-Revl5.1)d
windborne debris regions. Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Go to Page Page 1 / 8-0 0
Contact Us :: 2601 Blair Store 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
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:
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Safe
https://www.floridabuilding.orc, r/pr p d I.aspx?param=wGEVXQwtDqv'yVVKJZIQ... 2/1/2018g/p , _ap _ t
DOOR MIGHT
UP TO 7'V
7'r TO 9`9'
VV TO HI'S'
Fl mNMI
Imillwill7imfillm
DOOR VEM Or INTUAME!l REV DATE
F-e TO I— 1
SHEET 1 OF 2 02 11/30/07
DOD 70.'w a
F0_1 To 131tv 3 10 WOO/08
m TO i5iw 4 il 10/21/05
5
12 0/2000
13 0/2010
14 1/2012
OPTIONAL GLAZING MAY BE STANDARD OR IMPACT 15 4/2012
RESISTANT GLAZING. SEE SECTION B-8 FOR
DETAILS.
MAX. STANDARD SIZE IS 42-1/2'xl6'. IMPACT
TE STILES (SEE TASLE IFOFt OTY).
ATTAIA.W RESISTANT GLAZING IS 2,1-5/8"xl4-1/8'.
3' . N GA. BARS.
U-IMAS IN A 2-1-2-1
lAT%%%TwO U-BAM
ON
77777771
WE U-SARS MN
SECTION. EMrItilM, ll
FM71
TION w I--- A OPTIONM_ WISM KEYED POSnlDN
DOOR WIDTH - W-0,
CUASSK' SHORT RAISED- SHOWN. lcm NO"
SHORT PAM-P IS AM A -PROVED.
1144/5- SHEET
SEE SHEET TWO FOR
IMPACT RESISTANT CONSTRUCTION DETAIL W
AND STANDARD CONSTRUCT DETAIL "B";
TRACK AND JAMB DLTAILS.
ESIGN ENGINEER: MARK —FIELD. P.E_
ILORIDA RE #48495,
NC P.E. 023032,
TEXAS P.E. f91513
MIDA PROO IOU
DESCRIPTION
ADDED EXTENDED HEIGHTS, COMBINED CLOPAY, HOLMES, AND MEAL
ADDED MIN 42B. 48S. 55S
ADDED MIN 4f
ADDED 'CARRIAGE HOUSE* EMBOSS DOORS.
UPDATED MODEL TABLE.
REVISED VAND SPEED TABLE FOR ASCE7-10.
M GA, W 00 ATE TO DOOR
SKIN WITH PATENTED TOG-L-LOC SyStEM
top. wrrom & CENrEit).
s.ON A -A (SIDE MW
3" TALL U-BAR
20 GA. GALV. STEEL
MIN. YEILD STRENGTH: 50 KSI
u= pasn" 2" THICK _Ej 3"
Tw N.,
12 GA. GALV. STEEL TOP
ROLLER BRACKET. EACH
BRACKET ATTACHED W/(4)
14x5/8" SHEET METAL
SHIP LAP JOINTS.-\ SCREWS. 6Vt
14 GA. GALV. ROLLER HINGE.
EACH HINGE FASTENED TO END
STILES WITH (4) #14x5/8'
2- TI
SHEET METAL SCREWS AND (4)
1/4*x3/4" SELF TAPPING
If DENSITY POLYSTYRENE FOAM INSULATION
SCREWS. SEE VIEW 'B".
1-5/ 1 6- THICK WITH VINYL HAIRCELL —I-" =
3" TALL . 20 CIA. GALV. STEEL U-BARS INBACKER (INSULATED MODEI-S ONLY)
25 GA. MIN. GALV. STEEL SKIN L A 2-1 -2-1 PATTERN (I.E. TWO U-BARS
WITH A BAKED -ON PRIMER, ON BOTTOM SECTION, ONE U-BAR ON NEXT
Ll/4'.3/4' SELF TAPPING SCREWS
AND A BAKED -ON POLYESTER SECTION. ETC.). EACH U-BAR ATTACHED
TOP COAT APPLIED TO BOTH WITH (2
SIDES OF STEEL SKIN. ]fj] PER Sll LOCATION.
DOOR —OR THE
TE_
A =. = V ON
m,I_D,NO' 2) DODIt HAI r wivrH IN -$ m ZONL 3)
EVOSM CATEGORY jj.c'+.C.D xc 2. C a
13 GAL CALV. 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: +30.0 PSF & -37.0 PSF
WNDI D M "AX* DOOR SIZE-
clopay MPC: IPAN-21`153 w4". 16'0-W x 16-0-H
B585 DUKE
1/3/97 DESCRIPTION, CLASSIC AND CH RIP STEEL PAN
ii1ding Products MASON OH Z 6Z DRAVN BY. JAC DOUBLE -CAR, 16'W +24/-24.5 PSF
impany - (
513) WO-4800_
CHECKED BY, I
VER,
Cl.p.y C.1p..V- All Rfghb. R-d. mww 101711 IBC
ROO WAL 15279)
TARREAGE HOLIE' RALUOI PANEL.
S ARS
NGIIG_S 25 GA 25 GA INS
O_DPAY Gm, I msv,
GALLJERY,_
NOL.HESAIMITRY0
CARRIAGE HOUSE,
N`Gm SOT]INS 1. OF U-11011
UP TO TV i i 1 ".1
Tr TO OVya -H-9, I 1, SCREWS . BE COUNTEMU I1E`Q jREB`) HK BUY NOT TO P VE A RUSH
9,07IV91-Tu le.31 67 9U MOUNTING SURFACE. ZONEW"M DO TRANSFER LOAD. NO,
H
12`6' TO 14V
11- TO II'V a9 1214 1,
SLIEUE (2.000 PSI MMR
I'
M"=. 1610, 0FMAXSECTIM-m-W. PA. 15
WITH SLEEVE
OR4_- TAPOGN SCREWS ON 17- CENTERS (2,000 PSI MON. CONOREM OR S'
CENTEGIS (0-0C ), V O.D. WASHERS REQUIRED WITH TMOONli.
ANCHORS Uky BE COUNTERSUNK ItT NOT REQMUTO PRaADE A rLUSHMOUNTINGSURFACEHORIZONTALESGONOTPERLOAD.
NEQUIUMONS REFER TO D% 71r-101. A UCENSEV DESIGN
BE: Em UOYED TO APPH.IE &TERMAm FASTENER!;
CON"CURATKNIS,
sno, mouLONG w DOOR Auzxt Do sumn
2.6 YELLOW PIKE MISS- -
11" — — - -11
I 1vww01/1O
0 GA. MV STEEL INTEIL STUE-
IMPACT RESISTANT ASSEMBLY DETAILS
DRAWING 10 171 1 -A
SECTION B-B (IMPACT- RESISTANT GLAZING OPTION)
OPTIONAL DECORATNIE UUOVPU-RE HIGH BQNN) TAPE
w INSERT O_ AND —Am.
I -GRAM
SIEGEL
IMPACT w 17.
SUN AmO "MAO.
HE-,ECE WE— -MYSTYPERE . FASOGITD To — WIN
10) 06 3/4- PAN IKCHINE SGR-
Swo FRONT
E.
AM
Tilt ENMtE Com SEMBLY ksm N oowpuANCE WITH THIS SECTION MEETS IHE
WIND LOAD REQUIREMENTS OF THE FLORIDA EUGURNO CO AND ORTHNIAnONAL BUILDING
CODE &M I= THE 04PACT-RESISIANT RECUIREMENTS (REF. CHAPTER IS FIC/19C).
STANDA.RD ASSEMBLY DETAILS
R. INIG 10 171 1 -13, 1
SEC_n0N B-B (NON -IMPACT RESISTANT GL6ZING O"ON
FRONT FRAME WITH UX COMING ON OLITSIDE SURFACE
NOTE THAT FROND FRAME IS NAPROM THAN
IMPACT -RESISTANT FRMIE.
GLAZINO
GILDED Imm
UTE RETAINER.
jaalV PANN HEAD SCREW.
RUCTION:
OPnONAL SSG. DSO OR b. UTESovn,ML ACK" Owd 5 PL, xOUTE oFnx OR LMME
OP APPMM OC2 PLASM IN ACCORDANCE WITH ISO/FBO
21. WE ENTIRE DOMR ASSEMBLY INSTALLED IN CGUTLjAUCE
WIN THIS SECTO NUTS THE WIND LOAD REGUMEMENIS
OF THE FUG"Ok BUT no CODE OR IMENNAMNAL
BUILDING CODE BUT DOM-= THE IMPACT
RESISTANT REOUNI.- R WINDBORNE DOWNS REGIONS
REF. CHAPTER is mpm),
SHEET 2 OF 2 11%,-'1 'ATE DESCRIPTION
I SEE RWSION HISTORY ON SHEET ONE
WITH ONE SCREW 11 rq 1 18 GA. 0AU1. EACH
PER
ROUND PUSHRUT ___
HINGE FASTENED, TO STILE,
CONC PER ROLLER) WPA 4" SHIGET
2 V. STEEL TRACK FASTIONIED TO 14 "NICK. EACH _E
TOGALYEN-KM7F,1, END SIXES WITH (4)
0r44/V H BRAUMET SHEET14.5 a. MAL SCREWS AND, (4)
TWO I/F" 1/4%13/tV TAPPM SCREW!L
SA
2* 10 BAIJI SHORT STEIA ROLLER WITH
STEEL. ON NYtCN Ym
HM' THE DESIGN OF THE SUPPORTING STRUCTURAL 0"OND, SHALL BE THE
RESPONSM OF THE PROFESSIONAL OF RECORD PON THE BUILDING OR
STRUCTURE AND IN DANCE WITH CURREN1` BUILDING 00013 PON THE LOADS
LISTED ON THE GNAWING
NOTE: TRACK CONFIGURATION
A13OVE THE DOOR OPENING
DOES NOT AFFECT THE ININD
LOAD RATING OF THIS DOOR.
HORIZONTAL TRACK SUPPORT By
DOOR FWAUEN (TO SUIT)
S' TALL DOORS AND UNDER
K.-I SYGE, FLA.
LHR TOP BRACKET
M FASOISEB 1p WDOG "A"" WITH
3) 5/10r.1-5/8 WOOD LAG SCREWS_
01DOUBLE HORIZONTALiTRACK
IF 15 DOUBLE TRACOPTION
2' G&V_ 51111 TRACK
v MIN. TRACK THICKJAESS:
1. 2-1/2*02 GA. CAM STEEL TRACK GRAciEt.
4) IN" BRACKETS P0 SIM
IDW
DOORS OVER r TALL ___- "
13 GAM STE30- FLAG BRACKET.
Er F M WOOD 9 WITH
S/ I _51r LAG SCREWS.
2' GALV. STIU TRACK
TRACI, TWICXNE. .056" UK
MPC: PAN-21`153810payDATE. 1/3/97
ION ENGINEER: MARK WESTER.., P.E. 8585 DUKE 00
RIDA P.E. 048495. Building Products MASON. OH 450ib DRAWN BY, JAC
P.E, 02.3832, Company (513) 770-4800 —
AS P.E. 491513 _CHECI(ED BY.
ORMA PRODUCT APPROWAL 15270
9 - 1 0 11" 12:
ISOM FOR DOORS O
12--g- HGH. TRACK
CONFIGU ON SHALL NOT
EXCEED MAXIMUM SPACING
M. CGHISURT FACTORY
FOR MORE DETAIL IF ROD.
DESIGN LOADS: +24.0 PSF & -24.5 PSF
TEST LOADS: +36.0 PSF & -37.0 PSF
WINDLUAD RATING MAX DOOR SIZE.
W4 i 6'0"W x 16WH
DESCRIPTION, CLASSIC AND CH RP STEEL PAN
DOUBLE -CAR, 16*W +24/-24.5 HFfNUMBINt-
101711 IBC
Florida Buildior Code Online Page 1 of 4
ZZ,
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Product Approval
USER: Public Userd,'byr
Product Appro af Menu > Product or Application Search Application Lis > Application Detail
13, FL # FL17499-R3
Application Type Revision
Code Version 2017
Application Status Approved
Approved by DBPP. Approvals by DBPR shall be reviewed and ratified
by the POC and/or the Commission if necessary.
Comments
Archived 77
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
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
Date Pending FBC Approval
Date Approved
Windows
Single Hung
Certification Mark or Listing
American Architectural Manufacturers Association
Steven M. Urich, PE
7— Validation Checklist - Hardcopy Received
Standard
AAMA 506
AAMA/WDMA/CSA 101/l.S.2/A440
AAMA/WDMA/CSA 101/I.S.2/A440
Method 1 Option A
01/15/2018
01/15/2018
01/21/2018
Yea r
2011
2008
2011
I https://v,-ww.floridabuilding.orc,/pr/p_app—dti.aspx?param=wGEVXQwtDqtCUGovjQiz6B... 2/1/2018
Flon'da Building Code Online Pao,e 2 of 4
Summary of Products
FL # Model, Number or Name :jKe.ription
17499.1 1185 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) Impact
4) - odApprovedforuseoutsideHVHZ: Yes
Impact Resistant: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) Imipact (5)
Done.r)dDesignPressure: +55/-5S
Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Flange) lmnac
3).pdbeddedinPecora896sealant.
FL17499 R3 C CAC MI Windows - 185 SH (Flance) Imnact
4),i)d
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
FL17499 R3 II 08-025458.r)d
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513321B-3.j)d
Created by Independent Third Party: Yes
17499.2 185 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).odfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) (11),Qd
FL17499 P.3 C CAC MI Windows - 185 SH (Fin) (12).PdDesignPressure: +60/-60
FL17499 R3 C CAC MI Windows - 185 SH (Flange) Other. R-PG60
10).r)d
Quality Assurance Contract Expiration Date
10/08/2018
Installation Instructions
FL17499 R3 II 08-02549B.I)d
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513327B-4.pd
Created by Independent Third Party: Yes
17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC APC(13363)El729.01-109-47-RO 185
SH (FLG waiver).odApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R3 C CAC MI WindoWs - 185 SH (Fin) (13).odf
FL17499 R3 C CAC MI Windows - 185 SH (Fin) (14),odDesignPressure: +60/-60
FL17499 R3 C CAC MI Windows - 185 SH (Flance) Other: R-PG60*
11)Pcl
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
FL17499 R3 11 08-02550B.pd
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513328B-5j)d
Created by Independent Third Party: Yes
17499.4 185 SH 36x7l Fin, Finless, Flange Frame IG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC APC H0462.01-109-47-RO 185 SH
042522).DdApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No Quality Assurance Contract Expiration Date
Design Pressure: +60/-67 04/25/2022
Other: R-PG60* Installation Instructions
FL17499 R3 II 08-03163.pd
Verified By: Luis R. Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 514082.[)d
Created by Independent Third Party: Yes
17499.5 185 SH 52x72 Fin/Flange Frame IG/SG Impact Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
FL17499 R3 C CAC MI Wi dows - 185 SH (Finj Impac
2).Dd
Impact Resistant: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impa
https://www.floridabuilding.org/Pr/p_app_dtl.aspx?param=wGEVXQwtDqtCUGgvjQiz6B... 2/1/2018
Florida Building Code Online Pa-e ') 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) Impac
2)-odbeddedinPecora896sealant.
FL17499 R3 C CAC MI Windows - 185 SH (Flance) Impac
5).od
Quality Assurance Contract Expiration Date
10/10/2018
Installation Instructions
FL17499 R3 II 08-02544B-l.pcLf
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 5!332OB-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)5-8IG 1-8A 52 1-SX84 R60(100918),pdApprovedforuseoutsideHVHZ: Yes
FL17499 R3 C CAC MI Windows - 185 SH (Fin) (10).pdImpactResistant: No
FL17499 R3 C CAC MI Windows - 185 SH (Fin) (9).r)dDesignPressure: +60/-60
FL1 7499 R3 C CAC MI Windows - 185 SH (Flange) (9). odfOther: R-PG60
Quality Assurance Contract Expiration Date
10/09/2018
Installation Instructions
FL17499 R3 II 08-02546B-2.pd
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513322B-2.acLf
Created by Independent Third Party: Yes
17499.7 18=5 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 (Fin)
3), DdApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Triple (Fin)
4).pdDesignPressure: +50/-50
Other: R-PG50* FL17499 R3 C CAC MI Windows - 185 SH-jripjg_(Flanoe)
3).pd!
FL17499 R3 C CAC MI Windows - 185 SH Triple (Fiance)
4). pd
Quality Assurance Contract Expiration Date
10/20/2018
Installation Instructions
FL17499 R3 II 08-02548B.nd
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513324B-6.od
Created by Independent Third Party: Yes
17499.8 106x72 Fin Frame IG/SG Single Hung 10502 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) - pdDesignPressure: +45/-45
Other: R-PG45 FL17499 R3 C CAC MI Windows - 185 SH Twin (Flange)
3).pd!
FL17499 R3 C CAC MI Windows - 185 SH Twin (Flange)
Quality Assurance Contract Expiration Date
10/20/2018
Installation Instructions
FL17499 R3 II 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
F---7- FEE]
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. :: Prwacy Staterne :: Accessibility Statemen :: Refund Statemen
https://w-ww.floridabuildinc,.orc,/pr/pr app dtl.aspx?paraxn=wGEVXQw-tDqtCUGcvjQiz6B... 2/1/2018rD
Florida Building Code Online Page 4 of 4
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
l ectron ic 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 pe rsonal 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 92 F®RM E 0
Dedt Card
safe
https://www.floridabuildino,.orcr/Pr/p_app dtl.aspx?param=wGEVXQwtDqtCUGgvjQlz6B... 2/1/2018
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 13E 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
REV DESCRIPTION DAI E AP ROVED
A REVISED ANCHOR SPACING & CHARTS 07/11/15 R.L.
B REVISED GLASS 10/02/17 R.L.
15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO
SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS 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 LENGIH 10 ACHIEVE 3 THREADS MINIMUM BEYOND
STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION
DETAILS.
1 8. 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,OOOPSI MINIMUM.
D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSI OR
ALUMINUM 5063—T5 FU=30KSI .048" THICK MINIMUM
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —IMPACT
TABLE OF CONTENTS NOTES
SHEET NO. DESCRIPTION DRAWN uwG No.
1 NOTES N.G. OB-02549
2 — 3 ELEVATIONS SCALE NTS I DAT 12/29/14 SlIELT 1 OF 11
4 — 10 INSTALLATION DETAILS L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
11 COMPONENTS 434-688-0609 rflo—L&Irlo—spe,com
SIGNED: 1211412017
R. Lo
0 ?5tf
OF -_Q_
REV 4003t"_A
O/ONAL
01/111111\\0
Luis R. Lomas P.E.
FL N . .: 62514
X FRAME WIDTH 52" MAX FRAME WIDTH
2" MAX -F 1 6" MAX O.C. 2" MAX 2" MAX — 16" MAX D.C. 2" MAX
2 _rAX__
1
16"
MAX
D.C.
72" T_
MAX
FRAME
HEIGHT
2
16"
MAX
0. C.
72"
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#1 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART#1 FOR SMALLER UNITS REQUIRED ANCHORS
DESIGN PRESSURE RATING IMPACTRATING
L60.0PSF 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 MEETINE
BLOCK AND TACKLE BALANCE AT JAMBS
REVISIONS
REV DESCRIPTION DATE AP ROVED
A REVISED ANCHOR SPACING & CHARTS 07/11/16 R. L.
0 REVISED GLASS 10/02/17 R. L.
CHART#1
Number of anchor locations required
Frame Frame Width (in)
Height 18.00 24.00 1 3U.00 36.00 42.00 F-48-00 52.00
in) HeadTiamb Head Jamb Head I Jamb Head I Jamb Head Jamb I Head I Jamb I Head I Jamb
24.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3
30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3
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 2 3 4 3 4 3 4 4 4 4 4 4 4
54.00 2 5 3 5 3 5 3 5-4 5 4 5 4
60.00 2 5 3 5 3 5 21 5 4 5 4 5 4 5
66.00 2 5 3 5 3 5 3 5 4 5 5 1 5
72.00 2 6 3 6 3 1 6 6 4 6 1 1 6 1 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:
I R_
549 B
IT 2 OF 11
L. ROBERTO LOMAS P. E
1432 WOODFORD RD LEWISVILLE, AID 27023
434-666 0609. rjI0masC&IrIomasp9.coi7i
SIGNED: 1211412017
0\1cR. Lo
rEN .-Yq .p
Tr0
5
A T OF Q z
0
0 N A 1-
1/11111II10
Luis R. Lomas P.E,
FL No.: 62514
M
FIR
HE
52" MAX FRAME WIDTH
2" MAX — 10" MAX D.C.
2 AX
10
MAX D.C.
T-
2"
AX
AVE
IGHT
52" MAX FRAME WIDTH
2" MAX 2" MAX 10" MAX D.C. 2" MAX
2"
10"
MAX D.C.
T-
72
MAX
FR
HE[
ME
HT
IL
REVISIONS
DESCRIPTION I -TE I "I'll-I'D
REVISED ANCHOR SPACING & CHARTS 07/11/16 R. L.
REVISED GLASS 10/02/17 R.L.
CHART#2
Number of anchor locations required
Frame Frame Width (in)
Height 18.00 24.00 30.00 36.00 42.00 48.00 52.00
in) H&S lYa—mb H&S Jamb H&S Jamb H&S Jamb H&S Jamb H&S Jamb H&S Jamb
24.00 3 3 3 3 4 3 5 3 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 6 3 5 4 5 5 5 5 5 6 5 6 5
4 002., 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 6 6
54.00 3U 6 3 6 4__ 6 5 6 5 6 6 6 6 6
610.0000" 3 7 3 7 1 4 7 7 5 7 6 7 6 7
66.000 3 8 8Hjj 4 8 5 8 5 8 6 8 6 a
2 1 3 8 54EE 5 8 6 8 6 8
185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW EXTERIOR VIEW
FIN INSTALLATION FININSTALLATION
SEE CHART#2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART#2 FOR SMALLER UNITS REQUIRED ANCHORS
DESIGN PRESSURE RATING IMPACTRATING
60.OPSF NONE
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC
0
NOTES: 650 WEST MARKET STREET - 41Y
1. MAXIMUM SASH SIZE: 51" X 35". GRATZ, PA 17030-0370
2. MAXIMUM SASH D.L.O.: 47 5/B" X 32 1/2",
SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5z- 3. MAXIMUM FIXED D.L.O.: 49 3/6" X 32 112". 52" X 72" NON —IMPACT
i-A fAfFINELEVATIONS OF Q Z
DRAWN: DWG NO, REV 40RM
N. G. 08-02549 B 0 N A I
SCALE NTS IDATE 12/29/14 1 SHEET 3 OF 11 0111110
14ARDWA RE SCHEDULE
L SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL
L. ROBERTO LOMAS P.E. Luis R. Lomas P. E.
1432 WOODFORD RD LEWISVILLE, NC 27023
1B. 1(2) BLOCK AND TACKLE BALANCE AT JAMBS 434-688-0609 riloniasL@Irfomaspe.com FIL No.: 62514
2" MIN
EDGE DISTANCE
WOOD FRAMING
OR 2X DUCK
BY OTHERS
1 1/4" MIN.
EMBEDMENT
BACKER ROD
APPROVED 1/4" AA
SEALANT Y\'1Hl. M S P A C E
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 DUCK
BY OTHERS
REVISIONS
REV DESCRIPTION DATE I APPROVED
A REVISED ANCHOR SPACING & CHARTS 07/1 1 /16 R.L.
B REVISED GLASS 10/02/17 R.L.
1/4" MAX.
SHIM SPACE
INTERIOR
BACKER ROD
APPROVED EXTERIOR
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR2XBUCK INSTALLATION
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC l!IIIIfI111l11
650 WEST MARKET STREET r P, - L 0N,
U rmGRATZ, PA 17030-0370 Nq
0SERIES185ALUMINUMSINGLEHUNGWINDOW
52" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS TAT"""
DRAWN:
N.G.
10NAl.
111111110SCALEDATE _TNTS 4 OF 11 I Luis R. Lomas P.E.
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NG 27023
434-688-0609 IIorDas@)rI..asp- FL No.: 62514
REVISIONS
1/2" MIN REV DESCRIPTION APPROVED
EDGE DISTANCE
METAL j A REVISED ANCHOR SPACING & CHARTS 40 IE
STRUCTURE 8 REVISED CLASS 10/02/17 R.L.
BY OTHERS 1/4" MAX.
SH1 M SPACE
APPROVED
SEALANT
1/4" MAX.
SHIM SPACE
10 SMS OR
SELF DRILLING
SCREW
INTERIOR
10 SMS OR
SELF DRILLING INTERIOR
SCREWS
x
1
MIN.
EDGE
DISTANCE
EXTERIOREXTERIORNMETAL
STRUCTURE
BY OTHERS BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
BACKER ROD L
SEALANT
APPROVED
SEALANT 1/4" MAX,
SHIM SPACE
METALL
STRUCTURE
SIGNED: 1211412017
BY OTHERS MI WINDOWS AND 'DOORS, LLC
650 WEST 0 R L 0 1// MARKET STREET
GRATZ, PA 17030-0370 E IvqVERTICALCROSSSECTION
METAL ST13UCTURE INSTALLATION SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0"
52" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS 7:-A TAT OF
0NOTES:
D RAWN: DWG NO. REV OR M1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
N. G. 08-02549 8 44"10NAL
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE CALE NTS I-E 12/29/14 1 SHEET 5 OF 11 MIIIIII10
DESIGNED IN ACCORDANCE WITH ASTM E2112
L. ROBERTO LOMAS RE
f432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E.
434-688-0609 r1lomasontfornaspe—n FIL No.: 62514
L
REVISIONS
2 1/2" MIN.
REV
G' SEDGEDISTANCE
DESCRIPTION
CONCRETE/MASONRY 7
A REVISED ANCHOR SPACING & CHARTS
BY OTHERS 8 REVISED GLASS
1 1/4" MIN.
OPTIONAL IX BUCK EMBEDMENT 1 1/4" MIN.
SEE NOTES 3 — 7
SHEET 1
EMBEDMENT
CONCRETE/MASONRY
1/4" MAX.
BY OTHERS
SHIM SPACE
1/4" MAX.
BACKER ROD SHIM SPACE
APPROVED
SEALANT
3/16" TAPCON
3/16" TAPCON
INTERIOR
INTERIOR
T. . . . . . . . .
2 1/2"
MIN.
EDGE
DISTANCE
EXTERIOR
BACKER ROD
APPROVED
OPTIONAL 1X BUCK SEALANT
EXTERIOR SEE NOTES 3 — 7
SHEET 1
JAMB INSTALLATION DETAIL
CONCRETEIMASONRY INSTALLA TION
SILL TO BE SET
BACKER ROD
APPROVED
IN A BED OF
APPROVED
SEALANT
STRUCTURAL
SEALANT
OPTIONAL 1X BUCK
1/4" MAX.
SEE NOTE 3 — 7
SHIM SPACE
SHEET 1
CONCRETE/MASONRY
BY OTHERS
VERTICAL CROSS SECTION
CONGRETEIMASONRY 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
Ml WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS
DRAWN:
N. G. 1-02549
SCALE NTS _T 11TE 12/29/14 TTHEET 6 OF 11
L. ROBERTO LOMAS RE
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688-0609 r1lomasCbIrloniaspe.com
DATE PPROVED
07/11/16 R. L.
10/02/17 R. L.
SIGNED: 1211412017
0%jIiIIHjj/////
R L o
1'\Q .(pIV&'
T Tl w
0
OF
REV
B
110NAILIIIIIIIII,\0
Luis R. Lomas P.E.
FL No.: 62514
REVISIONS
1/2" MIN
EDGE DISTANCE
REV
A
DESCRiPTION
REVISED ANCHOR SPACING & CHARTS
DATE APPROVED
07/11/16 R.L.
WOOD FRAMING B REVISED GLASS 10/02/17 R.L.
OR 2X BUCK
BY OTHERS
BACKER ROD V114" APPROVED MAX.
SEALANT SHIM SPACE
1 1/4" MIN. 1/4" MAX.
10 WOOD SCREW
EMBEDMENT SHIM SPACE
1/
1
2
MIN INTERIOR
INTERIORNTERII EDGE
DISTANCE
T-1 Xl1lh10WOOD
SCREW JWOODFRAMING EXTERIOR
OR 2X BUCK
BY OTHERS BACKER ROD
APPROVEDEXTERIORkSEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
BACKER ROD SEALANT
APPROVED
SEALANT 1/4" MAX.
SHIM SPACE SIGNED: 1211412017
WOOD 17RAMING
OR 2X BUCK MI WINDOWS AND DOORS, LLC
0BYOTHERS650WESTMARKETSTREET
GRATZ, PA 17030 —0370 4fyN'q' p
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
VERTICAL CROSS SECTION 52" X 72" NON —IMPACT TATWOODFRAMINGOR2XBUCKINSTALLATIONFINLESSINSTALLATIONDETAILSA . OF 'QZ 4,
NOTES:
DRAWN: DWG NO. REV
0
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN N.G. 08 02549 9 10NALFORCLARITY.
2. PERIMETER AND JOINTSEALANT BYOTHERS TO BE I SHEETSIALENTSDATE12/29/14 7 OF 11 1111111110
DESIGNED IN ACCORDANCE WITH ASTM E2112
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NG 27023 Luis R. Lomas P.E.
434-688-0609 r1lo—Cawrlomaspe.conj FL No.: 62514
2 1/2" MIN.
EDGE DISTANCE
CONCRETE/MASONRY
BY OTHERS
4
1 1/4" MIN.
OPTIONAL 1X BUCK
EMBEDMENT
SEE NOTES 3 — 7
SHEET I
1/4" MAX.
BACKER ROD SHIM SPACE
APPROVED
SEALANT
3/16" TAPCON
INTERIOR
EXTERIOR
1 1/4" MIN.
EMBEDMENT
CONCRETE/MASONRY
BY OTHERS
3/16" TAPCON
REVISION$
REV, DESCRIPTION DATE APPROVED
A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L.
6 REVISED CLASS 10/02/17 1 R.L.
OPTIONAL 1X BUCK
SEE NOTES 3 — 7
SHEET 1
4" MAX,
ISHIM
SPACE
INTERIOR
2 1/2"
MIN.
EDGE
DISTANCE
EXTERIOR
Allq8ACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
CONCRETEIMASONRY INSTALLATION
MD6 SILL TO BE SET
BACKER ROD
IN A BED OF
APPROVED
NOTES:
APPROVED STRUCTURAL
INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
SEALANT SEALANT
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
OPTIONAL IX BUCK 1/4" MAX. DESIGNED IN ACCORDANCE WITH ASTM E2112
SEE NorE 3 — 7 SHIM SPACE SIGNED: 1211412017
SHEET 1 A, T MI WINDOWS AND DOORS, LLC 0%IlIIIf11j1t11
CONCRETE/MASONRY 650 WEST MARKET STREET
GRATZ, PA 17030-0370
S - LO
1; BY OTHERS 14 IT .,p
SERIES 185 ALUMINUM SINGLE HUNG WINDOW Z::*' AD 5
4, 52" X 72" NON —'IMPACT
4
FINLESS INSTALLATION DETAILS iftTAT OF
0. Zzl
DRAWN: DWG NO. ORM
VERTICAL CROSS SECTION
N.G.
SCALE
08-02
iIS, . . . . S
1/ /O A`i_
CONCRETEIMASONRY INSTALLATION SHEET 9NTSI-E 12/29/14 OF 11 IL. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE. NC 27023 Luis R. Lomas P. E.
434-688-0609 rflomasLWIrloniaspexom FL No.: 62514
1 1/4" MIN. REVISIONS
APPROVED EMBEDMENT REV DESCRIPTION IME ISEALANTWOOD
BEHIND FIN FRAMING A REVISED ANCHOR SPACING & CHARTS 07/11/16 R. L.
BY OTHERS B REVISED GLASS 10/02/17 R.L
1/4" MAX.
SHIM SPACE
7/16" MIN
EDGE DISTANCE
8 WOOD SCREW
WOOD FRAMING
1/4" MAX
BY OTHERS SHIM SPACE
INTERIOR 8 WOOD SCREW
INTERIOR
1 1/4"
MIN.
EMBEDMENT
APPROVED
SEALANT
EXTERIOR BEHIND FIN
7/16" MIN EXTERIOR
EDGE DISTANCE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X RUCK INSTALLATION
8 WOOD SCREW NOTES:
1/4" MAX 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
SHIM SPACE
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITHASTM E2112
7/16" MIN j SIGNED: 1211412017
EDGE DISTANCE
MI WINDOWS AND DOORS, LLC I
650 WEST P" LOAPPROVEDWOODMARKETSTREET
GRATZ, PA
4i
E NqSEALANTFRAMING
17030-0370 Lp
BEHIND FIN 1 1/4" MIN. BY OTHERS SERIES 185 ALUMINUM SINGLE HUNG WINDOW
u 7::
0
LIVItIrUIVILINII
52" X 72" NON —IMPACT
VERTICAL CROSS SECTION FIN INSTALLATION DETAILS
k "
TAT OF
WOOD FRAMING OR 2X BUCK INSTALLATION DRAWN DWG NO. REVT
0
ORM
N.G. 08-02549 S, ONAl-
SCAL DATEENTS 12/29/14 sHEET 10 OF 11I' I/ljjjItl0
L. ROBERTO LOMAS RE
1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E.
434-688-0609 110 a pld-aqpe.c.. FL No.: 62514
METAL
STRUCTURE
BY OTHERS
APPROVED
SEALANT
2" MIN
EDGE DISTANCEr '
1/4" MAX.
SHIM SPACE
S OR
SELF DRILLING
SCREW
INTERIOR
EXTERIOR / I I I I I
BACKER ROC
APPROVE[
SEALANI
METAL
STRUCTURE
BY OTHERE
VERTICAL CROSS SECTION
METAL STRUCTURE IJVSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT 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
REV DESCRI TION1
A REVISED ANCHOR SPACING & CHARTS
8 REVISED GLASS
1/4" MAX.
SHIM SPACE
10 SMS OR INTERIOR
SELF DRILLING
SCREWS
T_
1/2"
MIN.
EDGE
DISTANCE
I
EXTERIOR
METAL BACKER ROD
STRUCTURE APPROVED
BY OTHERS SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON --IMPACT
FINLESS INSTALLATION DETAILS
G NO.
N. G. 08-02549
DRAWN:
SCALE NTS IDATE 12/29/14 1 SHEET 8 OF 11
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
414-15.-0609 m.@Irlomaspe.com
DATE APP OVED
07/11/16 R. L.
10/02/17 R.L.
SIGNED: 1211412017
9 L 0
0;19 5 f
0. _
1
S AfrO'F
p
0 Pq A L
Luis R. Lomas P.E.
FL No.: 62514
r
2 3/16"
13/16" '
T
J'
FLANGE FRAME HEAD
CM-18501
ALUMINUM 6063-T5.050"THICK
2 5/16"
3 3/8"
L
3E FRAME SILL
CM- 18502
ALUMINUM 6063-T5.055" THICK
1 1 5/8" r
EFF
ILE
CM-18505
ALUMINUM 6053-T5.062" THICK
rl A 71AIr, PPA n
RIGID W.W THICK
1 7 8
2 3/16"
FLANGEFRAMEJAMB
CM-18503
ALUMINUM 6063-T5.050" THICK
2 5/16"
2 13/115"
L7i-
FINLESS FRAME SILL
CM- 18554
A L UMINUM 6063- T5.055' THICK
1 7/16"
2 5/16"
L
SASH BOTTOM RAIL
CM- 18555
ALUMINUM 6063-T5.050" THICK
1 -11
15/16"
T-1, SASH STILE
CM-18507
ALUMINUM 6063-T5.050"THICK
2 3/16"
1 5/16"
I
HEAD
CM- 18553
A L UMINUM 6063- T5.050" THICK
1, 3/8'-
T-
2 3/16"
L
FINLESS FRAME JAMB
CM- 18513
ALUMINUM 6063-T5.050" THICK
2 5/16"
2 3/16" -
3 3/4"
L2 5/16"
FIN FRAME HEAD
CM- 18509 CM-18508
ALUMINUM 6063- T5.055" THICK ALUMINUM 6063-T5.050* THICK
2 3/
2 3/16"
2"
L
L
AfPPTIAIt' r7AII FIN FRAME JAMB
CM- 18504
ALUMINUM 6063-T5.050" THICK
ALUMINUM 6063-T5.055" THICK
REVISIONS
DESCRIPTION DATE 111111.1E.
REVISED ANCHOR SPACING & CHARTS 07/11/16 R. L.
REVISED GLASS 10/02/17 R.L.
5/8" -
1/8" ANN. - 1/8" ANN,
1/8" ANN.
090 PVB BY KURARAY
METAL REINFORCED
BUTYL SPACER
EXTERIOR
INTERIOR
1/2" BITE Fp- — SILICONE
I
SEALANT
SETTING BLOCK
0- 1 A 71AIt- nl TA 11
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON-lMPACT
COMPONENTS
DRAWN: DING NO.
N.G. 1 08-02549
SCALE NTS I DATE 12/29/14 ISHEF11 OF 11
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688_0609 ritonias@irlomaspe.com
SIGNED: 1211412017
oW I
0
0 ?6V -*Ei
A ItAfeO'F
TEV
B bNAIL
Luis R. Lomas P.E.
FIL No.: 62514
Florida Building; Code Online Pap 1 of 3C t
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Product ApprovaldbQwUSER: Public User
Product Approval Menu > Product or ADolication Search > Application Lis > Application Detail
X
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
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
Date Pending FBC Approval
Date Approved
7
MI Windows and Doors
650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlinger@miwd.com
Brent Sitlinger
bsitlinger@miwd.com
Windows
Fixed
Certification Mark or Listing
American Architectural Manufacturers Association
Steven M. Urich, PE
7611 Validation Checklist - Hardcopy Received
Standard
AAMA 506
AAMA/WDMA/CSA 101/I.S. 2/A440
Method 1 Option A
12/31/2017
12/31/2017
01/04/2018
Yea r
2011
2008
https://www.floridabuildino,.oro,/pr/pr app dtl.aspx?param=wGEVXQwtDqtH8572qvdWI... 1/31/2018
Florida Building Code Online Page 2 of ' )
qummnm nf Prnrlurtq
FL #
i
d:-:1:, Number or Name Description
15349.1 185 PW 73 x 72 Insulated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R9 C CAC APC 12786.pdf
Approved for use outside HVHZ: Yes FL15349 R9 C CAC APC 12787.pdf
Impact Resistant, No Quality Assurance Contract Expiration Date
Design Pressure: +60/-60 04/03/2018
Other: CW-PG60 Installation Instructions
FL15349 R9 II 08-02357B.od
Verified By: Luis R. Lomas, PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FLlS349 R9 AE 513124B.pd
Created by independent Third Party: Yes
15349.2 --t,-85PW 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.r)df
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: No 01/24/2021
Design Pressure: +55/-S5 Installation Instructions
Other: R-PG55 FL15349 R9 II 08-02949.1)d
Verified By: Luis R. Lomas, PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15349 R9 AE 513783.pdf
Created by Independent Third Party: Yes
1S349.3 185 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.pd
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 11 08-02948.od
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 513782.1)d
Created by Independent Third Party: Yes
15349.4 1185 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 APC 8272.odf
Approved for use outside HVHZ: Yes FL15349 R9 C CAC APC 8273.[)df
Impact Resistant: Yes Quality Assurance Contract Expiration Date
Design Pressure: +55/-55 01/24/2021
Other: FW-R5S, Missile Level D, Wind Zone 3. Glass Installation Instructions
consisted of 1/8" annealed exterior - spacer - 3/32" FL15349 R9 II 08-01614B.lod
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 S12278B,I)df
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 FL15349 R9 C CAC APC 7962.pdf
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 II 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 5/8" glass bite. Evaluation Reports
FL15349 R9 AE 512277B.od
Created by Independent Third Party: Yes
FB.7- F.--11
Contact U :: 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 :: Accessiloility Statemen :: Refund Statemen
https://www.floridabuildiner.orc,/p-r/nr p dtl.aspx?param=wGEVXQwtDqtH8572qvdWI... 1/31/2018ap
Florida Building Code OfflineI
Paae 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
electro nic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questior s, 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 W] li-_= M
Cre6,t Card
Safe
https://www.floridabuilding.org r/pr app dtl.aspx?param=wGEVXQw-tDqtH8572qvdwI... 1 /33 1 /2 0 181/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 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED
COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF
THE ARCHITECT OR ENGINEER OF RECORD.
7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS
PROVIDED.
8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT
EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16- OR
GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4".
9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE
OF SUSTAINING APPLICABLE LOADS.
10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5.
12. UNITS MUST BE GLAZED PER ASTM E1300-04/09.
13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE
DEBRIS REGIONS.
14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE.
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
REVISIONS I
DESCRIPnON DATE 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 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 MASON RY/CONCRETE USE 3/16- TAPCONS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2
1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND
INSTALLATION DETAILS.
17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 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,OOOPSI MINIMUM.
D. METAL STRUCTURE: STEEL 18GA (. 048") FY=33KSI/FU=52KSI OR
ALUMINUM 6063—T5 FU=30KSI .048" THICK MINIMUM
20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS
SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN
IN SHEET 2.
TABLE OF CONTENTS
SHEET NO. DESCRIPTION
1 NOTES
2 - 3 ELEVATIONS, CHARTS AND GLAZING DETAILS
4 - 12 INSTALLATION DETAILS
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST. R L o
GRATZ, PA 17030 p 75,
0 610
y0F_'
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON -IMPACT
NOTES A TaAT of -
0 '
c 0 R 0"t
0/0NAl_ 'Ml'
Luis R. Lomas P.E.
FIL No.: 62514
DRAWN:
J.L.
DING NO.
08-02357
R
B
09/03/14 1 SHEET 1 OF 12 IL. ROBERTO LOMAS P. E.
1432 w000rORD RD LEWISYILLE. NC 27023
434-688-0609 r1lomaso4floniaspe—m
6" MAX
6"
1
rAX_
18
72 1/2" MAX FRAME WIDTH
18't MAX D.C.
1 1
6" MAX
MAX O.C.
T__
71 1/2"
MAX
FRAME
HEIGHT
00
REFER TO CHARTS ------SERIFq 185 ALUMINUM FIXED WINDOW
I EXTERIOR VIEW
FOR NUMBER OF
ANCHORS REQUIRED
72 1/2" MAX FRAME WIDTH
6" MAX —r i 1-- 1 B" MAX O.C.
6" MAX
6" JDT__
71 1/2" 18"
MAX MAX D.C.
FRAME T_ HEIGHT
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 APPROVED
REVISED INSTALLATION DETAILS
REVISED NAME AND ADDRESS 10/27/16 R.L.
CHAPTAII
Number of anchors required (wiihout rigid filters)
Frame Frame widtli (in)
Height 24.00 30.60 36.00-, 1 42.00 1 48.00 1 5400 1 60,00 66.00 1 72.50
Im) HAS Jamb HAS Pa b HAS ambl HAS P.,mbI ASHAS amb HAS J.,nbI HAS Pamb HAS L2 HAS
24.00 2 2 2 2 3 2 3 2 3 2 4 2 4 1 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 3JH 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 a 6 3
5,V00 2 4 2 4 3 4 3 4 3 4. 4 4 5 4 6 4 7 4
60.00 2 4 2 4 3 4 3 5 3 5 4 5 5 S r, 7 5
l 4i1i2 4 3 5 3 1 3 1 6 6 6 7 6INE2352535316134 '+' S 7 1 6 7 7 7
CHART#2
Number of anchors required (wifh rigid fillers)
Frame Frame idth (I.)
Height 24.00 1 3000 36.0036 1 42.00 1 4800 1 54.00 1 60-00 1 66.00 1 72.50
HAS P.nlbI Hg!. Jamb HASS P—bl HAS Pamb HAS P.mbj HAS P.mb HAS Jambl HAS P—lb HAS Jamb
24.00 2 2 1 2 2 3 1 2 1 3 2 3 1 2 1 4 1 2 4 2 1 4 2 5 2
30.00 2 2 1 2 2 3 2 1 3 2 3 2 4 1 2 4 2 4 2 5 2
36.00 2 3 2 3 3 3 3 3 3 3 4 1 3 4 3 4 3 5 3
4Z 00 2 3 2 3 3 3 3 3 3 3 4 1 3 4 3 4 3 5 3
00 3 3 3 3 3 3 4 1 3 4 3 4 3 5 3
14 DO 2 4
4
3 4 4 4 4 5 4
D—O
00
2 4 2 3 1 4 4 4 5 4a.-
i—O.
We 2 4 2 4 3 4 4 4 4 5 4
71.50 2 5 2 5 3 5 5 1 4 5 5 5
SEE SHEETS 4-7 FOR INSTALLA TION 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:
J.L. 0357
SCALE INTS DATE ET 2 OF 12
L ROBERTO LOMAS P. E.
1432 WO ODFORD RD LEWISVILLE, NO 27023
434-688 0609 rilamasgIrlomaspe.coni
SIGNED: 1111512016
R L 0
r, E N
o
T T OF
ORI
A
1111W \
Luis R. Lomas P.E.
FL No.: 62514
71
F
H
6" MAX -
72 1/2" MAX FRAME WIDTH
18" MAX D.C.
6" _rAK_
00
MAX D.C.
T-
1/2-
IAX
AME
IGHT 0///
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
18"
MAX D.C.
71 1/2"
MAX
FRAME
HEIGHT
REFER TO CHART #3 -------------
FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
ANCHORS REQUIRED EXTERIOR VIEW
DESIGN PRESSURE RATING /M CTRATING
60.OPSF NONE
NOTES:
1. MAXIMUMD.L.O.: 69314"X68314"
REVISIONS
REV DESCRIPTION "An'
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
B REVISED NAME AND ADDRESS 10/27/16, R.L.
CHART#3
Nurnber of anchors required (Fin installation)
eFrarne Flarne vVidth jin
tFleight9h 24 0024.00 30.00 36.00 1 42.00 1 48 0 54.00 60 0 1 66.00 1 72.50
nin) I I HAS nbanib HAS mbamb HAS P-151 HAS P.mb HAS P.,nbI HAS P.n,b HAS P.,nbl HAS P..b HAS
24.00 3 1 3 3 3 3 1 3 1 4 1 3 4 1 3 1 4 1 3 5 1 3 1 5 1 3 3
30.00 3 1 3 3 3 3 1 3 1 4 3 4 3 1 4 1 3 5 3 1 5 1 3 6 3
36.00
42.00
3 1 3 3 3 3 1 3 1 4 3 4 3 1 4 3 5 3 1 5 3 6 3
3 1 4 3 4 3 1 4 1 4 4 4 4 1 4 4 5 4 5 4 6 4
48.00 3 4 3 4 3 4 4 4 4 5 4 5 4 6 4
54.0054 ". 3 4 3 44 3 4 44 4 4 4 4 5 4 5 4
60.00 3 5 3L 5 313 E4454 5 4 4 5 5 5
66.00 3 5 3 5 3 5 4 5 4 5 4 5 5 5
71.50 316 3 R6 6 4
SEESHEET8 FOR INSTALLATION DETAILS
MI WINDOWS AND DOORS, LLC
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON -IMPACT
FIN ELEVATION & CHART
DRAWN: DWO NO.
J.L. 08-02357
SCALE NTS I DATE 09/03/14 . I SHEET 3 OF 12
L, ROBERTO LOMAS P. E.
1432 WOODFORD RD LEWISVILLE. NG 27023
434_688-0609 rilottias@Dlrlqmaspe.com
SIGNED: 1111512016
R - L 0
G E tv
A TATe0_F
0
S, - 0 RI 'N
Luis R. Lomas P.E.
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.
EMBEDMENT
1/4" MAX.
SHIM SPACE
10 WOOD SCREW
INTERIOR
10 WOOD SCREW
RIGID FILLER
1/4" MAX.
JSHIM 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
INTERIOR
T
1/2" MIN.
EDGE DISTANCE
10 WOOD Ml-ipm
SC REW L-#H- Il
WOOD FRAMING EXTERIOR
OR 2X BUCK
BY OTHERS BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
3/4" MIN
METAL EDGE DISTANCE
STRUCTURE
BY OTHERS 1/4" MAX.
SHIM SPACE
BACKER ROD
APPROVED
SEALANT
EXTERIOR
BACKER ROD -
APPROVED
SEALANT
METAL -
STRUCTURE
BY OTHERS
I-
3/4" MIN.
EDGE DISTANCE
10 SMS OR
SELF DRILLING
SCREW
INTERIOR
10 SMS OR
SELF DRILLING
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
SCREWS
METAL EXTERIOR
STRUCTURE BACKEDR RC D
BY OTHERS & APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
REVISIONS
REV DESCRIPTION
A REVISED INSTALLATION DETAILS
B REVISED NAME AND ADDRESS
DATE APPR ED
06/01/15 R.L.
10/27/16 R.L.
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
R L
r E NO
5SERIES185ALUMINUMFIXEDWINDOW
73" X 72" NON —IMPACT
0
FINLESS INSTALLATION DETAiLS WITHOUT FILLERS
4
TATVOF
0
0 RXD' N
DRAWN: DWG NO. REV
J. L. 08-02357 B
SI 1/03/14 ISH'ET4 OF 12
Luis R. Lomas P.E.
I. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NG 27023
434-688-0609 dloa glronv p-. FIL No.: 62514
REVISIONS
REV DESC IPTION
2 1/2" MIN. A REVISED INSTALLATION DETAILS
EDGE DIS TANCE 8 REVISED NAME AND ADDRESS
CONCRETE/MASONRY
BY OTHERS 14
4
1 1/4" MIN.
1 1/4" MIN. EMBEDMENT
OPTIONAL 1X BUCK
SEE NOTES 3 - 7 EMBEDMENT
SHEET I
LJ CONCRETE/MASONRY
BACKER ROD 1/ MAX BY OTHERS 1/4" MAX.
APPROVED SHIM SPACE SHIM SPACE
SEALANT OPTIONAL IX BUCK
SEE NOTES 3 - 7
SHEET 1
3/16" TAPCON
EXTERIOR INTERIOR 3/16" TAPCON INTERIOR
3/16" TAPCON
BACKER ROD
APPROVE D
SEALANT
1/4" MAX. 2 1/2"
OPTIONAL 1X BUCK
SHIM SPACE MIN.
SEE NOTE 3 - 7 EDGE
um
SHEET 1 DISTANCE EXTERIOR
CONCRETE/MASONRY BACKER ROD
BY OTHERS 4
1 1/4" MIN.
APPROVED
EMBEDMENT
SEALANT
JAMB INSTALLATION DETAIL
CONCRETEIMASONRY INSTALLATION
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETEIMASONRY INSTALLATION
DATE AP OVEO
06/01/15 R. L.
10/27/16 R.L.
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
S P, L650W. MARKET ST.
GRATZ, PA 17Q30
41
SERIES 185 ALUMINUM FIXED WINDOWNOTES:
0
1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, 73" X 72" NON —IMPACT
NOT SHOWN FOR CLARITY.
FINLESS INSTALLATION DETAILS WITHUT FILLERS ATr77-oF2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DRAWN: 1 DWG NO. 11
DESIGNEE) IN A CCORDANCE WITH ASTM E2112
J. L. 08-02357 B ONAL
SCALE NTS I-T' 09/03/14 1 SHEET 5 OF 12
I. ROBERTO LOMAS P. E.
1432 WOODFORD RD LEWISVILLE, NO 27023 Luis R. Lomas P, E.
434-688-0609 r1lomaseirlon7aspe.coin 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.
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
y
RIGID FILLER
1/2 MIN.
El
INTERIOR
10 WOOD
WOOD Fl
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
METAL
STRUCTURE
BY OTHERS
T_
3/4" MIN.
EDGE DISTANCE
3/4" MIN
EDGE DISTANCE
1/4" MAX
F SHIM SPACE
T -
RIGID FILLER
10 SMS OR
SELF DRILLING
SCREW
INTERIOR
10 SMS OR
SELF DRILLING
SCREW
RIGID FILLER
1/4" MAX.
SHIM SPACE
3/4" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
1/4" MAX.
SHIM SPACE
RIGID FILLER
INTERIOR
10 SMS OR
SELF DRILLING
SCREWS
METAL
EXTERIOR
STRUCTURE BACKER RRODD
BY OTHERS APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
REVISIONS
REV DESCRIPTION DATE AllR.-.
A REVISED INSTALLATION DETAILS 06/01/15 1 'R
B 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 WITH ASTM E2112
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
R. Lo
SERIES 185 ALUMINUM FIXED WINDOW f* 0
73" X 72" NON —IMPACT
FINLESS INSTALLATION DETAILS WITH RIGID FILLERS TAT6'40F j
DRAWN: _T DWG NO.
I REV R
J.L. 08-02357 B ONAL
SCALE NTS JDATE 09/03/14 Is"E"6 OF 12 011111,10
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E.
434-688-0609 rltomas@itiontaspe.com FIL No.: 62514
REVISIONS
REV DESC IPTION
2 1/2" MIN.
TE AP ROVED
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
1 1/4" MIN.
q
4
1 1/4" MIN. EMBEDMENT
OPTIONAL ix BUCK
SEE NOTES 3 — 7
4.
EMBEDMENT
SHEET I
1/
CONCRETE/MASONRY
BACKER ROD MAX BY OTHERS 1/4" MAX.
APPROVED SHIM SPACE SHIM SPACE
SEALANT OPTIONAL IX BUCK
RIGID FILLER SEE NOTES 3 — 7
SHEET 1 RIGID FILLER
3/16" TAPCON
EXTERIOR INTERIOR 3/16" TAPCON INTERIOR
3/16" TAPCON
BACKER ROD
APPROVED RIGID FILLER
SEALANT
1/4" MAX. 2 1/2"
OPTIONAL IX BUCK
SHIM SPACE MIN.
SEE NOTE 3 — 7
EDGESHEET1
DISTANCE EXTERIOR
CONC RETE/MASONRY BACKER ROD
BY OTHERS 14 1 1/4" MIN.
APPROVED
EMBEDMENT
SEALANT
JAMB INSTALLATION DETAIL
4 4
CONCRETEIMASONRY INSTALLATION
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETEIMASONRYINSTALLATION
SIGNED: 1111512016
NOTES:
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030 E N 'p
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
FINLESS INSTALLATION DETAILS WITH RIGID FILLERS
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BEI
DESIGNED INACCORDANCE WITHASTME2112
011511 *7n
6't o?
TATPOF
0
OR IlDt
ONAL
0111111'0\
DRAWN:
J. L.
DWG NO.
08-02357
REV
B
DXTE 0 -7 OFNTS9/03/ 4 12ALI
L. ROBERTO LOMAS RE.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688-0609 r1lomasgirloniaspe.com
Luis R. Lomos P.E.
FL No.: 62514
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
1/2" MIN.
EDGE DISTANCE
1 1/4" MIN.
EMBEDMENT
1/4" MAX.
SHIM SPACE
10 WOOD SCREW
EXTERIOR
INTERIOR
10 WOOD SCREW
RIGID FILLER
BACKER ROD &
APPROVED SEALANT 1/4" MAX.
BEHIND FLANGE SHIM SPACE
WOOD FRAMING
1 1/4' MIN
OR 2X BUCK
EMBEDMENT
BY OTHERS
1/2" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2XBUCK INSTALLATION
1 1/4" MIN. /4" MAX.
EMBEDMENT F S HIM SPACE
TEDGEDISTANC
1/2
1
MIN. A INTERIOR
10 Woo D
SCREW
WOOD FRAMING tOR2XBUCK EXTERIOR
BY OTHERS BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
1/4" MAX.
SHIM SPACE
10 SMS OR
LF DRILLING
REW
INTERIOR
10 SMS OR
SELF DRILLING
SCREW
BACKER ROD & RIGID FILLER
1/4" MAX.
SHIM SPACE
APPROVED SEALANT
BEHIND FLANGE
METAL
STRUCTURE
BY OTHERS
3/4" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL
STRUCTURE
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
EXTERIOR
REVISION$
REV OESCR PTION DATE I AIP-0
A REVISED INSTALLATION DETAILS 06/01/15 R. L.
B REVISED NAME AND ADDRESS 10127115 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
METAL STRUCTURE INSTALLATION
1/4" MAX.
SHIM SPACE
3/4" MIN. INTERIOR
EDGE DISTANCE SIGNED: 1111512016
MI WINDOWS AND boORS, LLC
650 W. 5 P, L 0MARKETST.
GRATZ, PA 17030 ENS*. 10 SMS OR
SELF DRILLING
SCREWS
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON -IMPACT I
FLANGE INSTALLATION DETAILS WITHOUTMETALEXTERIOR FILLERS TIAT OFSTRoi; LICTURE DRAWN:
0
BY OTHERS BACKER ROD &
APPROVED SEALANT
REV
J. L. i57 B
BEHIND FLANGE SCALE NTS DATE 09/03/14 ISHEET8 OF 12
JAMB INSTALLATIONDEIMIL
METAL STRUCTURE INSTALLATION
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NG 27023 Luis R. Lomas P.E.
434-688-0609 rllomasplrIoma pe.com FIL No.: 62514
REVISIONS
REV
2 1/2" MIN
DE5c IPTION
A REVISED INSTALLATION DETAILS
DATE AP ROVED
06/01/15 R.L.
EDGE'D 11S AcSTAN E 8 REVISED NAME AND ADDRESS 10/27/16 R. L.
CONCRETE/MASONRY
BY OTHERS 1 .
1 1 /4" MIN.
1 1/4" MIN. EMBEDMENT
OPTIONAL 1X BUCK EMBEDMENT
SEE NOTES 3 — 7
SHEET 1
CONCRETE/MASONRY
BACKER ROD
APPROVED SEALANT
1/7MAX
HIM SPACE
BY OTHERS 1/4" MAX.
SHIM SPACE
BEHIND FLANGE OPTIONAL IX BUCK
SEE NOTES 3 — 7
SHEET 1
3/16" TAPCON
EXTERIOR INTERIOR 3/16" TAPCON INTERIOR
3/16" TAPCON
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
OPTIONAL 1X BUCK z 1/4" MAX. 2 1/2"
MINSEENOTE3 — 7 SHIM SPACE '
EDGE
I v nu.
SHEET 1
DISTANCE EXTERIOR
CONCRETE/MASONRY BACKER ROD &
BY OTHERS
4
14 1 1/4" MIN.
APPROVED SEALANT
4
EMBEDMENT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
CONCRETEIMASONRY INSTALLATION
2 1/2 MIN.
TANCEDGECIS E
VERTICAL CROSS SECTION
CONCRETEIMASONRY INSTALLATION
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
P, - L
GRATZ, PA 17030
NOTES: SERIES 185 ALUMINUM FIXED WINDOW 6 1
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
73" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS WITHOUT FILLERS TAT 0 r2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN A CCORDANCE WITH ASTM E2112
0
DRAWN: DWG NO. REV
08 02357 B
ALE NTS JDATE ag/03/14 . I SHEIT 9 OF 12
L. ROBERTO LOMAS RE
1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E.
434.668-0609 rIlomas@)0c-aspe-m FL No.: 62514
1/2" MIN '
EDGE DISTANCE
WOOD FRAMING 1 1/4" MIN.
OR 2X BUCK EMBEDMENT
BY OTHERS
1/4" MAX.
BACKER ROD & SHIM SPACE
APPROVED SEALANT
BEHIND FLANGE RIGID FILLER
10 WOOD SCREW
METAL
STRUCTURE
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
3/4" MIN.
1/4" MAX.
SHIM SPACE
CID FILLER
10 SMS OR
LF DRILLING
REW
EXTERIOR EXTERIOR INTERIOR
INTERIOR
10 SMS OR
10 WOOD SCREW
SELF DRILLING
SCREW
BACKER ROD &
RIGID FILLER
BACKER ROD & RIGID FILLER
APPROVED SEALANT 1/4 1. MAX. APPROVED SEALANT
BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/4" MAX.
SHIM SPACE1IAlWOODFRAMING
1 1/4" MIN.
METAL
TOR2XBUCK
BY 01-HERS EMBEDMENT
STRUCTURE
BY OTHERS
1 3/4" MIN
1 1/2" MIN
EDGE DISTANCE
EDGE DISTANCE VERTICAL CROSS SECTION
VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN. 1/4" MAX.
EMBEDMENT SHIM SPACE
1/2 A [
RIGID FILLER
EDGE D
INTERIOR
10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK EXTERIOR
BY OTHERS BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
r
1/4" MAX.
SHIM SPACE
RIGID FILLER
3/4" MIN. INTERIOR
EDGE DISTANCE-
10 SMS OR
SELF DRILLING
SCREWS
METAL EXTERIOR
STRUCTURE
BY OTHERS
A I IBACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATIONDETAIL
METAL STRUCTURE INSTALLATION
REMSIONS
REV D SCRIPTION I -T AIPROV-
A REVISED INSTALLATION DETAILS L.
B 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 WITH ASTM E2112
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST. P, L 0 4f
GRATZ , PA 17030 r, E N
SERIES 185 ALUMINUM FIXED WINDOW 0161
73" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS WITH RIGID FILLERS TATA OF
RAWN DWG 110. REV
A
J. L. 08-02357 B
09/93/14 10 OF 12
L. ROBERTO LOMAS RE
1432 WOODFORD RD LEWISVILLE, NO 27023 Luis R. Lomos P. E.
434-688-0609 tiloinas@itiomaspe.com FL No.; 62514
REVISIONS
REV DESC IPTION
2 1/2" MIN. A REVISED INSTALLATION DETAILS
DA E AP ROVED
06/01/15 R. L.
EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R. L.
CONCRETE/MASONRY
BY OTHERS 4
1 1/4" MIN.
44, 1 1/4" MIN. EMBEDMENT
OPTIONAL 1X BUCK EMBEDMENT
SEE NOTES 3 — 7
SHEET I
ts CONCRETE/MASONRY
BACKER ROD 1 /7MAX BY OTHERS 1/4" MAX.
APPROVED SEALANT SHIM SPACE SHIM SPACE
BEHIND FLANGE OPTIONAL 1X BUCK
RIGID FILLER SEE NOTES 3 — 7
SHEET I RIGID FILLER
3/16" TAPCON
EXTERIOR INTERIOR 3/16" TAPCON INTERIOR
3/16" TAPCON0 /'a
BACKER ROD &
APPROVED SEALANT Aw
BEHIND FLANGE R CIDRIGID FILLER
OPTIONAL 1X BUCK
SEE NOTE 3 — 7
1/4" MAX 2 1/2"
SHIM SPACE MIN.
SHEET 1 EDGE
DISTANCE EXTERIOR
CONCRETE/MASONRY BACKER ROD &
BY OTHERS
4 1 1/4" MIN.
APPROVED SEALANT
EMBEDMENT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
CONCRETEIMASONRY INSTALLATION
2 1/2" MIN.
EDGE DISTANCE
VERTI( IL CROSS SECTION
CONCRETEIMASONRY INSTALLATION
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLCNOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 650 W. MARKET ST. S R L 0
NOT SHOWN FOR CLARITY. GRATZ. PA 17030 G
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
SERIES 185 ALUMINUM FIXED WINDOW 0DESIGNEDINACCORDANCEWITHASTME2112
73" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS WITH RIGID FILLERS TAT OF
DRAWN: DWG NO. 6 RV0'-
J. L. 08-02357
SCALE I SHEET I INTSI "A" 09/03/14 OF 12 IL. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E.
434-668-0609 dI-S051,I--p-- FL No.: 62514
APPROVED
SEALANT
BEHIND FIN
6 WOOD
SCREW
3/8" MIN
EDGE DISTANCE
EXTERIOR
1 1/4" MIN.
EMBEDMENT
WOOD
FRAMING
BY OTHERS
1/4" MAX.
FSHIM SPACE WOOD FRAMI
1/4" MAX
BY OTH SHIM SPACE
6 WOOD
SCREW INTERIOR
INTERIOR I
1/4" MAX
SHIM SPACE
T
3/8" MIN
EDGE DISTANCE
6 WOOD WOOD
SCREW FRAMING
APPROVED 1 1/4" MIN. BY OTHERS
SEALANT EMBEDMENT
BEHIND FIN
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4"
MIN.
EMBEDMENT
T_
APPROVED
SEAL -ANT
BEHIND FIN
EXTERIOR
3/8" MIN3-k:
EDGE DISTANCE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
REVISIONS
REV DESCRIPTION DATE APPROVED
A REVISED INSTALLATION DETAILS 06/01/15 R. L.
8 REVISED NAME AND ADDRESS 10/2-7/16 R.L. I
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS.
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
FIN INSTALLATION DETAILS
DRAWN: DING NO.
J. L. 08-02357
rALE NTS I-F 09/03/14 15HEET12 OF 12
L. ROBERTO LOMAS RE
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688-0609 filamas@Irlomaspe.coin
SIGNED: 1111512016
R L
k -
T'OAT
0
RTET '.t0RVD.'cN
Luis R. Lomas P.E.
FL No.: 62514
Florida Buildig Code Onlie Pace I of 3
BCIS Home Log In User Registration Hot Topics 1 Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search
Product ApprovaldbLr4ab, USER: Public User
Product Approval Menu > Product or Apiplication Search > Application Lis > Application Detail
r
FL # FL15353-R3
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer MI Windows and Doors
Address/Phone/Email 650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlinger(g)nniwd.coM
Authorized Signature Brent Sitlinger
bsitlinger@miwd.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Windows
Subcategory Mullions
Compliance Method Evaluation Report from. a Florida Registered Architect or a Licensed
Florida Professional Engineer
0 Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Luis R Lomas, PE
the Evaluation Report
Florida License PE-62514
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2018
Validated By Steven M. Urich, PE
Validation Checklist - Hardcopy Received
Certificate of Independence FL15353 R3 COI FLCOI.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.floridabuildina.or,o,r/pr/pr app dtl.aspx?param=wGEVXQw-tDqtH8572qvdWIS... 2/1/2018
Flonida Building Code Online Page 2 ofC,
Date Submitted 10/16/2017
Date Validated 10/23/2017
Date Pending FBC Approval 10/26/2017
Date Approved 12/12/2017
Summary of Products
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 08-01448B.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 FL15353 R3 AE 512072B.E)d
span: 104-1/4". 1 Created by Independent Third Party: Yes
1
15353.2 5764 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 11 08-01439B.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 512063B.I)d
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.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 5120736.Qd
span: 156-3/8" Created by Independent Third Party: Yes
1S353.4 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.lDd
span: 83". Created by Independent Third Party: Yes
15353.5 :::Ve rbc.l Al.-,nu- Mullmn
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 11 08-01442B.Ipd
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 512066B.od
length - 83". Created by Independent Third Party: Yes
15353.6 CM-18520 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 11 08-01451B.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 FL15353 R3 AE 512075B.od
span - 156-3/8" Created by Independent Third Party: Yes
IS353.7 CM-18523 Horizontal Aluminum Mullion
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.pd
span - 104-1/4".
1
Created by Independent Third Party: Yes
15353.8 CM-18531 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 Il 08-01443B.pd
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
https:llw-,,,v.floridabuildinc,.org/pr/pr—app_dtl.aspx?param=wGEVXQwtDqtH8572qvdWIS... 2/1/2018
Florida Building Code Offline Paae of 3
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 S12067B.Qdf
span - 83" Created by Independent Third Party: Yes
jCM-1853215353.9 Horizontal Aluminum Mullion
Limits of Use lalInstalltion Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01453B.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 512077B.pd
span - 156-3/8" Created by Independent Third Party: Yes
CM-1853315353.10 Vertical Aluminum Mullion
Limits of Use Installation Instruction-,,
Approved for use in HVHZ: -No FL15353 R3 II 08-01444B.od
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 512068B,r)d
span: 83" Created by Independent Third Party: Yes
7CM-18534153S3.11 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 11 08-01454B.f)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 512078B Qcl
span: 1S6-3/8". 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 Statement
Under Florida law, email addr-esses are public records. If you do not want your e-mail address released in response to a public-mcords 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 850.487.139. -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:
L
F lig
Lz=
ard%
Safe
htt s:Hw-w-w.floridabuildinoi r p dtl.aspx?param=wGEVXQw-tDqtH8 -72qvdWIS... 2/1/2018P _,/pr/p _ap
NOTES:
1 ) THE PRODUCT SHOWN HEREIN IS DESIGNED 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 MULLION. WINDOWS MUST BE APPROVED
UNDER SEPARATE APPROVAL.
1
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 = Wl + W2
2
REVISIONS
REV DESCRIPTION DATE AllR—D
A REVISED INSTALLATION DETAILS 06/10/15 R. L.
B REVISED ANCHORING NOTES & INSTL DET. 06/07/17 1 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:
WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42
8. 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 I8GA (.048") FY=33KSI/FU=52KSI
OR ALUMINUM 6063—T5 FU=3OKSI .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. O.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 17030-0370
5764 — VERTICAL MULLION
83" MULLION SPAN
GENERAL NOTES
DRAWN:
V. L.
DWG 110,
08-01439
SCALE NTS A" 01/11/12 1 F"'T 1 OF 4
I. ROBERTO LOMAS P.E.
f432 WOODFORD RD LEWISVILLE, NC 27023
434-688-0609 r1lomnselrioniaspo-7i
SIGNED: 1011312017
po P, L o
A T 0 Fj
v 4Ei
0
V ;p, 41 4 0 R
B
Luis R. Lomas P.E.
FL No.: 62514
107
O"BINED WIDTH
Wi W2 -
T__
83
FRAME
WINDOWHEIGHT WINDOW
MULLION
SPAN)
107 3/8"
COMBINED WIDTH
107
OMBINED WIDTH
Wi W2 -
83" 1.'
DOWFRAME
HEIGHT WINDOW
MULLION
SPAN)
I- W I W2
T_
83" WINDOW
FRAME
HEIGHT WINDOIA WINDOK
MULLION
S PAN) F
L W1 W2
107 3/13"
COMBINED WIDTH
Desian Pressure ratina tDsf)
Mullion
an (in)
Tr butary width (in)
18.13 25.50 36.00 142.00 48.00 52.13
25.00 120.0 120.0 120.01 120.0 120.0 120.0
37.36 120.0 120.0 120.0 120.0 120.0 12b.b
49.63 120 O 98.3 81.2 76.9 75.2 75.1
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
72.00 44.9 32.7 24.4 1 8 19.9 19.0
84.00 28 1 Dr3
LARGEAND SMALL MISSILEIMPACT, LEVEL 0. WINDZONE3
DIMENSIONS INCHARTARE FRAME DIMENSIONSANO DONOT
INCLUDE FLANGE.
107 3/8"
OMBINED WIDT
Wl W2
T_
83"
FRAME WINDOW INDOW
HEIGHT
MULLION
SPAN)
I
107 3/8"
WI
COMBINED WIDTH
W2
T_
83" WINDOW
FRAME
HEIGHT WINDOW WINDOW
MULLION
SPAN)
L W1 -
COMBINED
W2 -
107 3/8"
WIDTH
REVISIONS
REV I DESCRIPTION I DATE I APPROVED
A REVISED INSTALLATION DETAILS LE R L
B REVISED ANCHORING NOTES & INSTIL DET. 1 06/07/17 1 R.L. I
107 3/8"
COMBINED WIDTH
I- Wl -I[- W2 -1
83" WINDOW
FRAME
HEIGHT WINDOW I WINDOW
MULLION
SPAN)
JI I
Wl -1- W2
107 3/8"
COMBINED WIDTH
APPROVED CONFIGURATIONS
MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED
WIDTH DOES NOT EXCEED 107 318"AS SHOWN HEREIN
Desiqn pressure ratinci, (Dsf) with rebar
Mullion
span (in)
Tributary width (in)
16.13 125.50136.00 42.00 146.00 152.13
25.00 121 61 11 121,1 120.01 120,01 120.0
37.38 12 1
1'2
26 ) 120.0 120.0 120.0 120.0
49.63
T2
11111 11.2 76.9 75. 75.1
0-0 7113 61 53.3 48.1 44.8 43.4
80.0 58.6 44.2 39.7 36.7 35.3
R5637 .002.00U 60.3 1 43.9 32.8 29.2 26.7 25.5
20.1 17.7 16 O 15,1
LA RGE AND SMA L L MISSIL E IMPA C T, L E VEL D, WIND ZONE 3
DIMENSIONS IN CHARTARE 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: DWG NO.
V. L. 08 0 143 9 B
NTS I DATE 01/11/12 1 S14EET 2 OF
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-688-0609 rllomas@trtotnaspe.com
SIGNED: 1011312017
I I I I I I ///j
5 R - L 0N
in, E IV p
OF 41
ORVDI
J/
0NAL
1111110\\
Luis R. Lomas P.E.
FL No.: 62514
1" MIN
EDGE DISTANCE
MASONRY/CONCRETE
BY OTHERS
1 1 /4"
MIN EMBEDMENT
REVISIONS
DESCRIPTION APPROVED
REVISED INSTALLATION DETAILS 06/10/15 R, L.
REVISED ANCHORING NOTES & INSTIL DET. 06/07/17 R. L.
1/4" ELCO ULTRACON TAPCON MT000022
5ECT5796
CLIP
CLIP
OPTIONAL #10 SMS OR
REBAR SELF DRILLING
SCREW
SECT5764
MULLION -IF q___1I
MT000022
CLIP
10 woo
1 3/8"
EMBEDM
W
1/2 MIN. 2
EDGE 8
DISTANCE
VERTICAL CROSS SECTION
MASONRYICONCRETE AND WOOD FRAMING
INSTALLATION
NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE
OR WOOD FRAMING SUBSTRATE.
D SCREW
MIN.
ENT
COD FRAMING/
X BUCK
Y OTHERS
METAL
1/2 " MIN, STRUCTURE
EDGE BY OTHERS
DISTANCE
VERTICAL CROSS SECTION
METAL INSTALLATION
SIGNED: 1011312017
Ml WINDOWS AND DOORS, LLCR
650 WEST MARKET STREETREET
GRATZ, PA 17030-0370370
R. L
r, E N s ..(P
5764 — VERTICAL MULLIONLL10N
83" MULLION SPANN
0,14
1
INSTALLATION DETAILSLS I' 7p . 00
P.. T/
i/
ONALi
111IM0
DRAWN:
V. L.
DWG NO.
1 39108-01439
REV
B
CALE NTS JOAT' 01/11/12 1 SHEETET 3 OF 4F4
I. ROBERTO LOMAS RE
f432 WOODFORD nD LEWISVILLE, NC 27023
434-688-0609 HlomasOgIrlmap.m.
LuiLuis R. Lonnas P.E.
FL No.: 62514
2.140" -1
1.1 25"
SECT5764 MULLION
UMINUM 6005-T5.125" THICK
0.688"
1.531"
i
RF-N IEBAR
16 GA (062) GALVANIZED STEEL
NOTES: 1. CLIPS MAY BE USED IN
MASON RY/CONC RETE 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
O.B43"
I
3.26
1,375"
0.625"'
r
3.250"
LOO-
4.0
1
00-
16GA (.063') GALVANIZED STEEL
SEE NOTE 2 & 3, THIS SHEET.
3.750" -
1.0 0.375"
0.843"
T-
1 1.562"
2X 00.210"
7
1.5 5
SECT5796 CLIP
FOR WOOD FRAMING INSTALLATION
ALUMINUM 6063- T5.125" THICK
REVISlONS
REV DE CRIPTION ATE PPROVED
A REVISED INSTALLATION DETAILS 06/10/15 R. L.
8 REVISED ANCHORING NOTES & INSTL DET. D6/D7/17 R. L.
3.750"'
0.375" 1.000"
0.4 22"
2.032" 2.875"
0.843"
SECT5796 CLIP \- 2X 00.210"
FOR CONCRETE INSTALLATION
ALUMINUM 6063-T5.125"THICK
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 - VERTICAL MULLION
83" MULLION SPAN
COMPONENTS
DRAWN: -rG NO.
V. L. 08-01439
ICALE T SDAE 01 /11/12 ISHEET4 OF 4
L. ROBERTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NC 27023
434-668-0609
SIGNED: 1011312017
c R L 0 1// 4i
r, E IV
A rO F*
0.
ONAC
0/0111100\
Luis R. Lomas P.E.
FL No.: 62514
L- ------
Florida Building Code Online Paae 1 of 3
D
25
BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search
Product Approval
USER: Public UserdbL-416
r
g
Product Appro al Menu > Product or AoDlication Search > Application Lis > Application Detail
FL #
Application Type
Code Version
Application Status
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Florida Engineer or Architect Name who developed
the Evaluation Report
Florida License
Quality Assurance Entity
Quality Assurance Contract Expiration Date
Validated By
Certificate of Independence
FL13223-R4
Revision
2017
Approved
3ames Hardie Building Products, Inc.
26300 La Alameda
Ste. 250
Mission Viejo, CA 92691
909) 349-2927
pingsheng.zhu@jameshardie.com
Pingsheng Zhu
pingsheng.zhu@jameshardie.com
Pingsheng Zhu
10901 Elm Ave.
Fontana, CA 92337
909) 349-2927
pingsheng.zhu@jameshardie.com
Pingsheng Zhu
10901 Elm Ave.
Fontana, CA 92337
909) 349-2927
pingsheng.zhu@jameshardie.com
Panel Walls
Siding
Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Ronald L Ogawa
PE-24121
Intertek Testing Services NA, Inc. - QA Entity
12/31/2020
3ohn Southard, P.E.
Ri Validation Checklist - Hardcopy Received
FL13223 R4 COI RIO - Certificate of Independence.od
Referenced Standard and Year (of Standard) Standard
ASTM C1186
ASTM E330
Yea r
2007
2002
Equivalence of Product Standards
Certified By Florida Licensed Professional Engineer or Architect
FL13223 R4 Equiv R10-2692B-17 ASTM C1186 equivalency.lod
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Florida Building, Code Online Page 2 of 3
Sections from the Code
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Sum
Method I Option D
08/09/2017
08/25/2017
08/28/2017
10/10/2017
FL # Model, Number or Name
13223.1 Cempanel Siding
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: For use inside a HVHZ install in accordance with
NOA 17-0406.06
Description
fiber -cement panel siding
Installation Instructions
FL13223. R4 II cempanel-installation.rAf
FL13223 R4 II NOA 17-0406.06.1)df
FL13223 R4 II RIO 2689-17 Panel to Furring.od
FL13223 R4 11 RIO-2686-17 Panel Wood Metal Frame-pd
Verified By: Ronald I. Ogawa 24121
Created by Independent Third Party: No
Evaluation Reports
FL13223 R4 AE NOA 17-0406.06.od
FL13223 R4 AE RIO 2689-17 Panel to Furring.pd
FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.ndf
Created by Independent Third Party: Yes
13223.2 __HardiePanel Siding fiber -cement panel siding
Limits of use Installation Instructions
Approved for use in HVHZ: Yes FL13223 R4 11 HardiePanel-Installation.i)d
Approved for use outside HVHZ: Yes FL13223 R4 II NOA 17-0406.06.pdf
Impact Resistant: Yes FL13223 R4 II RIO 2689-17 Panel to Furrinc.pd
FL13223 R4 11 RIO-2686-17 Panel Wood Metal Frame.I)dDesignPressure: 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 17-0406.06.1)d
FL13223 R4 AE RIO 2689-17 Panel to Furring.od
FL13223 R4 AE RJO-2686-17 Panel Wood Metal Frame.pd
Created by Independent Third Party: Yes
13223.3 71Pe fl Panel Siding fiber -cement panel siding
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL13223 R4 II NOA 17-0406.06.od
Approved for use outside HVHZ: Yes FL13223 P4 II Prevail-Panel-Installation.pdf
Impact Resistant: N/A FL13223 R4 II RIO 2689-17 Panel to Furring.Iod
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 Furring.-pAf
FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.pd
Created by Independent Third Party: Yes
Contact U :: 2601 Blair Stone Road, Tallahassee FIL 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 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
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 W MMC RE 0
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Florida Building Code Onlinez:, Page 3) of 3
CreCl Card
Saf&`
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Florida Product Approval
ardlePanelO SidingI
0 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 Ha'rdiePanel 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.
CLEARANCES
Install siding and trim products in Maintain a minimum 1 " Maintain a minimum 1 2" clearance At t he - uncture ori the roof and vertical Maintain a 1/4"
compliance with local building code 2" clearance between between Jannes Hardie products sur-aces, flashing and counterflashing clearance between
requirements for clearance between James Hardie' and decking material. shall be install d pe r the roofing
manufacturer s instructions. Provide a
the bottom of James
Hardie P, roducts and
the bottom edge of the siding and products and paths, Figure 7 minimum 1 "- 2" clearance between horizontal flashing.
the adjacent finished grade. steps and driveways. the roofing and the bottom edge of the Do not caulk gap.
Figure 5 stud
Figure 6 siding
at siding and trim.
Figure 8
Reter to fig. 3 on
page 1.
siding ljj J)l I I lilq 11,dl lJ;)1 1"- 2" mi,.
te
min.
Maintain a minimum 1 " cap
between gutter end caps and
siding & trim.
Figure 9
sidini
gutter and end cap
cleck rnatenal
2"
joist
Do not bridge floors,,&jith Hatd:ePanel' siding, Horizontal
joints should always be created bevween floors (fig, 0).
Water -
Resistive
Barrier -7 1 Framing
Figure 10
r Honzontal Flooring
i Trim
411
Tr
Sheathing
fasc,a ardiePanelo
BLOCKED PENETRATIONS
Penetrations such as hose bibs and holes 1 1,2" or larger such as dryer vents
should have a block of trim around point of penetration.
GENERAL FASTENING REQUIREMENTS
Fasteners must be corrosion resis nt, Qalvani2ed, or stainless steel. Electro-galvanized are
acceptable but may exhibit premature corrosion. James Hardie recommends the use of quafty,
hot -dipped galvani--,ed nails. James Hardie is not responsible for the corrosion resistance of
fasteners. Stainless steel fasteners are recommended when installing James Hardie produc4s 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. fig. B)
For wood framing. under driven nails should be hit flush to the plank with a hammer (for steel
framing, remove and replace nail).
NOTE: Whenever a structural member ispresent, HardiePlank should be fastened with even
spacing to the structural member. The tables allowing direct to OSB orplywood should only be
used when traditional framing is not available,
Do not -use aluminum fasteners, staples, or clipped head nails.
Snug Flush 5771
J Countersunk, t1a
L-'A fill & add nail Iy
Figure A
C\_J
Figure B
donotunder
drive nails DONOTSTAPLE
KICKOUT FLASHING
Because of the volume of water that can pour down a sloped
roof, one of the most critical flashing details occurs where a
roof intersects a sidewall. The roof must be flashed with Step
flashing. here the root terminates, install a kickout to deflect
water away from the siding. It is best to install a self-achering
rnern ran on e wa e ore L e su asci all Tim oar s
are nailed in place, and then come back to install the kickout.
Figure 11, Kickout Flashing To preventwater frorn
dumping behind the siding and the end of the roof
intersection, install a "kickout" as required by IRC code-
R905.2.8.3 :"_flashing shall be a min. of 4" high and 4"
wide."James Hardie recommends the kickout be angled
between ' 00' - 110' to maximize water deflection
Figur
PNEUMATIC FASTENING
James Hardie products can be hand nailed or fastened with a
pneumatic tool. Pneumatic fastening is highly recommended.
Set air pressure so that the fastener is driven snug with the
surface of the siding. A flush mount attachment on the
pneumatic tool is recommended, This will help control the
depth the nail is driven, If setting the nail depth p! oves diff cult,
choose a setting that under drives the nail. (Drive under driven
nails snug with la smooth faced'hammer - Does not apply for
installation to steel framing).
HS1236-P2/3 8113
0
Hardie Pane 1"IZ1.19, Vertical Siding
JamesHardle
EFFECTIVE SEPTEMBER 2013
INSTA ION REQUIREMENTS RFSIDPNTAL SING! EFAM11Y ONLY- PRIMED & 00-11-ORPI-0' PRODUCTS foi the mr st recent version.
SMOOTH - CEDARMILLO - SELECT SIERRA 8 - STUCCO
IMPORTANT FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE
WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY. AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES,
AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS.
INSTALLATION OF HZ1 OTIVI PRODUCTS OUTSIDE AN HZ1 Oo LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES
TO YOUR LOCATION, VISIT WWW.HARDIEZONE,COM OR CALL 1-866-942-7343 (866 9HARDIE)
STORAGE & HANDLING:
Store flat and keep dry and
covered prior to Installation. Installing
siding vvet or saturated may result in
shrinkage at butt joints. Carry planks
on edge. Protect edges and corners
from breakage. James Hardie is not
responsible for damage caused
by improper storage and handling of
the product.
zL CUTTING INSTRUCTIONS
OU7DOORS HIDOORS
1. Position cutting station so that v fiinrl i-vill plow dust away front usar 1, Out only usi! 'g sc.oie and Snarl, ot slicers r1lanual, electric or pneumatic),
andothers in w-Awg area. 2, Position cutfing station in well-ve.ntilated area
2. Use one of the following metrods:
a. Best: i. Soore and snato
ii. Shears (manual: electric or pneumatic) NtRIER use a power saw indoors
b, Better. i. Dust reducing circular saw equipped wit a NEV-L-R use a circular Saw, blade that does not carry the HardieBlade saw blade tradema, k
HardjeBlade' -Saw blade and HFPA vacuum extraction NEVER dry sweep — Use vvet suppression or HEPA Vacuum
c. G-ocd: i. Dust reducing circular sav,,,.vith a HardipBlade saw blade
only use for lov,, to moderate cutting)
Important Note: For maximum protection klo-westrespirable dust-Producfiort, James Hardie recommends always using "Best" -level cutting metriods where feasible.
MOSH-appr`veid respirators can be used in otinjunction v& above cutting practices to further reduce dust exposut es. Additional exposui e information is available
at vvowiameshairdic.com to helpyoui determine the most aplompriato culdrip method for your job tequirements. If concern still exists about exposure levels of you
do not complyoith the above practices, you s ould always consur a qualffiQ industrial hygianist or contact James Hardie for further information. sroa_. Y,
GENERAL REQUIREMENTS:
These instructions to be used forresidential single family instda lations only. For Commercial / Mufti -Family installation requirements go to ,,N%,.JamesHard:eCommercial.cor n
HardiePanel" vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" o.0, See genernal fastening requirements. Irreaularifies in
framing and sheathing can mi,ror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreen6irring) as a best prac:tice.
Information on installing ' liames Hardie products over foam can be located in JH Tech Bulletin 19 at wviv, jamehardle.com
A water -resistive barrier is renjuired in accordance with local building code requirements, The water -resistive barrier must be appropriately installed with
penetration and junction Ilasl 1 ing in accordance with local building code requirements. James Hardie will assume no resloonsilbilft, for water infiltration. Jarnes
Hardie does manufacture Ha:,dieW,ap-' Weather Barrier, a non -woven non -perforated housev urapl, which complies with building code requirements.
When installing lames Hardi a products all clearance details in figs. 5 6,7,8,9,1 0&11 must be followed.
Adjacent finishe grade must slope away from he building' in accordance with local buildi g codes - typically a miniinum of 6" in the first 10',
Do not instaill James Hardie products, such that they may rernain in contact with standing water.
HardiePanel vertical siding rnay be installed on ve, tical wall applications only.
DO NOT use HardiePanel Vertical siding in Fascia or Trim applications.
Some pplication are not suitable for ColorPlus. Refer to ColorPlus section p qe 3.
DO NO I use stain. oil/al d base paint, or powder coating on James Hardie'' Products.
For larger rojec %g commercial and multi -family Droieects, vvhere the span of the wall is significant in length, the designer and/or architect should take
into consiT ration the coefficient of thermal ex ansion, and m6isure movement of the 'product in their clesion. These values can be found in the Technical Bulletin
8 "Expansion Characteristics" atvAkrw.JameNrdie.ccm.
INSTALLATION:
JointTreatmentFastenerRequirements &
Vertical Joints - Install panels in moderate contact (fig. 1), alternativelyPositionfasteners3/8" from panel edges and no closer than
joints may also be covered with battens, PVC or metal jointers or2" avvay from corners. Do not nail into corners. caulked (Not applicable to ColorPluse Finish) (fig. 2). HardiePanel Vertical Siding Installation a Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framing must be provided at horizontal and vertical edges for nailing. Figure 2 Figure 3HardiePanelverticalsidingmustbejoinedonstud. water-resistove barrier water-reststive barrier
Double stud may be required to maintain minimum edge
57-_ nailing distances.
2 -4 stud 2 x 4 stud
wa , resistive
barner
riperDanal uloo'er panal
Figure 1 stud
E d? geon, Do not 1/4" gap
water -resistive CailkAl
barrier
N-7-flashiriq Shiro t
HardiePanel ` atten o nt o ntsheathing
verti-al siding wate,resistive barrier
hag, li
keep nails 2 x - stud
3/8" min. lower
from panel panel
edges J A
Figure 4
plate
Mirleaveappropriategapbetween ------ Reco.mmendation: V-,Iren3/8— panels, Then caulk*
A Prc
Caulk Joint a couble t n-.1
moderate contact
jc*, applicable ColorDlusa Firsh) to 3Vnid
kef p fasteners 2" 'Apply ,aulk:r. accordance with cailk flimigh oro-ows.
aw, y from corners manUfaCtUrer s written application instructions, In
For additional information on HardieWrapTiil VJeather Barrier, consUlt James Hardie at 1 -866-41-lardie or kAp.mvi.hardiewrap.Gorn
WARNING: AVOID BREATHING SILICA DUST
ames Har iel pnoduc, contain oasoirable crystalline silica, which is Known TO the Scate of CaFfiannia to -ause cancer an', is cons.rered ly, IARC and 140SH to be a cause of - ncer fro-n some vcupational rmur,,.es. BreathingdM
X^essive amounts of respirable silica dust can also cause 2 disabling and poteri fatal ing diseas"called sili^os.s. anothas been :nked witn ctri diseases. Some stitide, sigpes! smolking may tnese risks. Dumg
installation o. , handling: 0) wc,k in citdoor areas with ample vemilatior, (2) use finer carrent S..earS for CUtillp r, winere not feasible, use a hsrd.eBladp saw place and dusa: -rdjc-ng circular saw attached to a HIEPAvacjum
f"I warn t C dis-, mask c,r respirator ie.g. N-95' :n accorrarce with. apirl government requi-aians a9c manulacturer insta;ctirirS no firther limilrinprstheimmediatearea. (4) %'82' a rr-n-ity-fitter, NIOSH-approv
ra 8
e
resoi bi silica exposures. During dean -up, -use. HEPA vacuums or v,,et deanur methods - never dry sweep. Fir 'urther information, refer in our installation instructions and Material Safe-- Data Sifeet &,ailable at
ivow.'amesnardie.com orby-caling 1-800-9: ARDIEO-800-942-7343). FAILURETC ADHERETO OUR WARNINGS, NISDS: AND INSTALLATION INSTRUCTIONS MM LEAD TO SERIOUS PERSONAI KjURYCFI DEATH.
HS1236-Pl/3 1/13
Iff-M-0.,
CAULKING
1-or bestresults use an .9astomeric Joint Sealant complying with ASTM C920 Grade 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 manufact ter's written instructions. Note: OSI Quad as well as some othercaulicing
manufacturers do not allow tooling.
DO NOT caulk nail heads when using ColorPlus products, refer to the ClolorPlus louch-up section
CUT EDGE TREATMENT PAINTING
Caulk, paint or prime all field cut edges. DO NOTuse stain, oil/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% ac, lic tooccats arery
to touch-up ColorPlus products. recommended. Do not paint when wet. For application rates refer to Paint manufancturers specifications.
Back -rolling is recommended if the siding is sprayed.
COLORPLUS" TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE
Care should be taken when handling and cutting James Hardie®R ColorPlus(D 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 ColorPlus6 Technology touch-up applicator. Touch-up should be used sparingly.
If large areas require touch-up, replace the damaged area with new HardiePanell siding with ColorPlus Technology.
Laminate sheet must be removed immediately after installation of each course.
Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPL0) 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.
71 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 HARDIE" SIDING AND TRIM PRODUCTS WITH COLORPLUSO TECHNOLOGY
When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application:
Ensure the surface is clean, dry, and free of any dust, dirt, or mildew
Repriming is normally not necessary
100% acrylic topcoats are recommended
DO NOT use stain, oil/alkyd base paint, or powder coating on Jarnes Hardieo Products
Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application
temperature
RED GNITION In aocondance with Cl ES Evaluation ReVirt ESR-- : 844, ardiePanell) itertioal siding is recognized as a suitul 1p dtpinate to that snedfied :n: the 2036.2009, & 20n 2 International Residential Cude to, One-3ndTO,amily Dwellings and 11 2006'009. & 2012 Internctinnal Building Gode. HardiePanel vertiml siding :s also iecognized, for applicat oi the followinc; City of os Angeles Resparch Report No. 24862, State of Flondar
i se 1 oartment & insurance Product Evaluation E C of New York MEA 223-93-M, and Saliforn,a DSA PA.-Cl 9. lis"ing Dade Gounty: Florr NOA No. O-0729.02; U.S. Derit. o`HUD Materials Mae Pxa, De C-23. t", a
S, These doUments should also be consulted for additioral informat.on cono-r ine the sul bit of this proriuot f r so- V'c apphcattaitv .0 0
Oc 2013 James Hardie Building Products. All rights reseRied.
TIA, SIVI, and S denote trademarks or registered trademarks of
James HardieTechnology Limited Ef is registered
PtrademarkofJamesHardie —, 'chnology Limited.
Additional Installation Information.
Warranties, and Warnings are available at JamesHardle
witow.j . ameshardie.com
HS1236-P3/3 6/13
MW —,t
a
Aia
July 3A, 2.017
Pingshelig,Zhu, P.E.
Product Compliance Engineer
James Hardie Building Products
10S01 Elm Ave.
Fontana, CA 92837
Re,: NOA-17-040&,06
Relative to FBC 2017
Project RIO-2679AA-17
Dear Pingsheng.-
All
A
ZAI.- 517- N
ACCAMMLABORATORY ACCR DMD
After review of the 2017:FBCJt is my'bpini6n thatthe current NOA-17-0406.06 is in compliance with the 2017 Florida
Building Code -
Referenced Standards in the-2017 FBC
I., Woo&- AVVCINDS-2.015 & SDPVVS-2015
2, Structural Loads. ASCEISEI-7-10.
3. Concrete: ACE-318 14
4. Wasonry: TMS402-261 lAr-1536-i3 ASCE-5 13.
5. Structural Steel: AIS C 360-10 (Including manual of steel constraction 2010 (14"' edillon))
6- Cold -formed Steel: AlSl 100-12
7 1
1
Aluminum'.AbPA-1 -ni 5
In addition, I ar6 making the following Staternent.6f lndepen
I
dence as requested.'..
1 Ronald Ogawa, does not hav-e nor does it intend to aoquire or will it acquire any financial interest in any company manufacturing or
diz,tributing producN:for which evaluations are issued.
21. Ronald 09awa is not owned, operated or controlled by any cornpany manufacturing or distribut ing products ftevaivates or inspeat.
3. Ronald 096-wa Inc does not have, nor will it aoquirea financial interest in,anv com,pan
I
y manVactiding or &stributing products for
which reports are beiric; issued-
4- Ronald C gawa does not have,, nor t4ill it ac mancial Interes: , t in, any other entfty inv'olved in tf appquireaf roval pmcess of the prodd a
Should you. have any questions on anything, please contact me.
Ronald 1. Ogawa, ME.'
RI Ogawa &.Asswiates, Inc,
1AS Laboratory Approval,. TL 360
IAS Quality.control Agency, AA-
1
705
CRRC Approved Testing Laboratory for Solar Reflectance and Emissivity
State of Florida Approved Val idator and. Third Party Quality Control Agency
714) 292-2602
CC4 Rogef 0gawa — Rl Ogawa & Associates ' Inc.
Karen Ggawa — RI Ogawa & Associates, Inc.
T4 A
FLO
Lab Address:, 1985 Sampson Avenue, Corona, CA 92879 lk Phone (714) 321-49S9 * Fax (714) 908 . -1515 * E-mail:
Mailing Address: 16835 Alganquin St, #443, Huntinglon Beach, CA 92649 * Phane.(702) 491-3710 a Fax,(714) 9QB-1815 * E-mail: d,,bb,0,1aqgvfa,=m
Engineering * Ouality Control #.Prod uct,Developm ent.* Inspections Code, Consulting * Expert Wjtness * Testing
j
malumb
MIANII-ODADE MIAW-DADE COLT=
PRODUCT CONTROL SECTION
11805 SW 26 Street Room 208
DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) MiamL Florida 33175-2474
BOARD AND CODE ADMINISTRATION DrVfSION T (786) 315-2590 F (786) 315-2599
NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy
James Hardie Building Product, Inc. IM
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 (AI-IJ).
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 AIIJ may immediately revoke, modify, or
suspend the use of such product or material within their jurisdicti on. 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/Metal Stud Construction", sheets I through 12 of 12, dated 04/24/2013, prepared by the
manufacturer, signed and sealed by Ronald 1. 0gawa, P.E., bearing the Nliami-Dade County Product
Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade
County Product Control Section.
NIISSILE IMPACT RATING: Large and Small Missile Impact Resistant
LABELING: A permanent label with the manufacturer's name or logo, Plant City, Florida, and the
following statements: "ASTM C 1186 Type A compliant" 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 comply with any section
of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words M:iami-Dade County, Florida, and followed by the
expiration date may be displayed in advertising literature. If any portion of the N
I
OA 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.
iffi NOA No. 17-0406.06
U
Expiration Date: May 1, 2022
Approval Date: May 4,2017
017 Page I
James Hardie Buildin2 Products. Inc. '
I
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
A. DRAWINGS "Submitted under NOA 9 13-0311.07"
1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel;
HardiePlanli, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel;
Installation Details Wood/Metal Stud Construction". sheets I through 12 of 12, dated
04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa,
P.E.
B. TESTS "Submitted under NOA # 13-0311.07"
1. Test reports on 1) Unifo= Static Air Pressure Test, 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, HardieSoffit
and HardiePanel, prepared by Interte.k. Testing Services NA LTD, Test Report No.
100733361COQ-004, dated 08 /24/2 012, '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 Signature
2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E.
3. ATI 16423-2 PA 202 & 203 03/19/96 A. N. Reeves P.E.
4. ATI 16423-3 PA 202 & 203 031118/96 A. N. Reeves P.E.
C. CALCULATIONS
1. None.
D. QUALITY ASSURANCE
1. Miami -Dade Department of Regulatory and Economic Resources (RER)
E. MATERL4,L CERTIFICATIONS
1. None.
F. STATEAUNTS "Submitted under NOA # 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 IL_._
Ogawa, P.E.
004-r-1/7,017
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
L LL LENGT
Studspacing at 16" O G'
P1
WALL
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
Expiration AlpteOS 0112022
13Y
Miami-Ciacre-Product Control
t%
Na
DY :
Miami
7
I Nails at IG!'O.C. (typ-)
3/8" Minimum Edge Distance
Sheathing fastener, as described in
Note I
Panel fastener, as described in
Note 2
HardiePanel, Cempanel,
Prevail Panel Siding
I Water -resistive barrier per
J/ Flodda Building Code Section
1404,2
A X,
518" thick / 5 ply APA rated
plywood sheathing fastened in
accordance with Florida Building
Code Secton 2322.3
2" X 4'S-P-F Wood Studs I
The wall and soffit frames are to be designed
by the Arohited or Engineer of Record in
compliance with the Florida Building Code.
SEE
DETAILA
5/8" thick / 6 ply APA rated
2S223
plywood sheatMA9 in
a=rdance with Florida
Building Code Section
Water-res istive
banier per Florida
B. uIldiM Code
Section 1404.2
2X 4" S-P-F
Wood Studs
Y
HardiePanel,
EGTMOWS na Cempanel,
Peevall Panel
Skiing
mooUg PUCIRIPTLON
Hardm eli, &,eMP3neIqD, &
PrevailZ Panel Siding Materials are
nonasbestos fiber-carnent products
tested In accordance vv h ASTM
Cl I Bro Grade 11, Type A and meeting
the reclifirements oftfie Florida
Building Code.
PARELADMERMP-M-S
Width Length Thickness
4 8gio, 5/16"
pF%!LPMj!E —
Installation Design Pressure
Wood Studs -76 psf
impact Resistant -
Planks installed over 518" thick / 5 Ply
APA rated plywood sheathing
PR ----A
All instAlaCoft shall be done In conformance with this Notice of M-ceptarim the manufactu
installation recommendations, and the applicable sectlions, of thenorida Building code.
M Wood studs where HardiePanel, Cempanef, 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
tRote 1] 5X' thick 15 ply APA rated plywood sheathing shall be attached to the studs In
accordance)Mth Florida Building Code Section 2322.3.
The siiRng panels shall be installed over 5/8" thick / 6 ply APA rated plywood theathing supported
by a minimum of 21,)(4" S-P-F wood stulds spaced a maximum of 16" Q C-
LNote 2] The siding panel fasWnershall be a 2" long, 0.223" head diameter, 0.09Z, shanx
diameter, corrosion resistant siding nall; the fasteners shall be spaced at 6PO.G. at panel edges
and intermediate studs: the fasteners shall be driven through the 5/8" thick / 5 ply APA rated
plywood sheatii ' ing into wood studs located at 16!'O.C.
Fasteners shall, have a minimum edge distance of $18" and a minimum clearance of 2" from
comers.
Creator: E. Gonzales
A
HARDIEPANEL, CEMPANEL, PREVAIL PANEL
INSTALLATION DETAILS WOOD STUD CONSTRUCTION
FSCM
James Hardie Building Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
PN[--PL-K-SOFF
1/2" = 11-0" 1 Dat6:4/2412013 I-9HEEr I OF 12
RW
Fastener Spacing per Florida
Building Code.Section 2322.3 L—
f
ft "ftqi1* With ft Ftwid*
owl&"s Caft
ACCVIWW No
Fastener Spacing per Florida
Building Code Section 2322.3
M OMCT REVISED PRODUCT RENEWED
as cornvly with thc florift as complying with the Florida
Baudin CO& o,7 Building Code
q, 6:-j f 1, 4 , NOA-No. 17-0406.06
W fsde nct X. By
Ex
lrallon
oO,510112022
Prod CftAnA 13Y
duct Control
ER&M-INP
NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED
WITH 3-112!' 16d COMMON NAILS (2 PER TOP AND
BOTTOM CONNECTION)
THE WAJ-LAN0 SOF51T FRAMRSARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA 8UILDNG CODE
jHEATHIN-q
NOMINAL Sffl" THICK / 5 PLY APA RATED PLYWOOD
SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA
BUILDNG COD5 SECTION 2322.3
A- AMN -Q
THE PANrEL IS FASTENEO WITH 2"LONG, 0.223" HEAD
DIAMETER, 0.092kSHANK DIAMETER, CORROSION
RES18TANT SIDING NAILS, PLACE NAILS 6" O.C. AT
PANEL EDGES A140 INTERMEDIATE STUDS
L
z
21
T 0A
AL
C12dding
Framing
Sheathing
FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAV!Ty LOA[) ARE
NOT PART OF THIS APPROVAL (MWT PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
T
VVALL
HEIGITI
WALL LENGTH
SEE
Stud Spacing at 16" 0. G. DETAIL A
5/8" thick 15 ply APA rated
I plywood sheaNng fastened
to metal studs as describedIV,
in Note I
yins'w*h it t 41
Water-reststiveMo. If -51-- H3,311-07 No . .... 1 barrier per Florida
Building Code
STATE
Section 1404.2
Wit prodw
0 20g a, 3-,518" X 1-6) R19
P—EQQMCMD M(FRT-TkQN
HardlePane!18, Gempanel(D, & P evai[S
Panel Siding materials are nonasbestos
fiber -cement products tested in
accordance with ASTM C1 186 Grade 11,
Type A and meeting the requirements of
the Florida Building Code.
P) N9-LQWF-N-SLQNSA- - ---- ----
Width Length Thickness
41 8,9,10' 5/16"
LIRELMS TJ,N.P
Installation Design Pressure
Metal Studs -104 psf
I; . I i I , I A OrIf Impact Resistant - jil Hardieftnel,
B 4--J
A
LQCYLCLN-113 Companel Panel installed over 6/8" thick / 5 ply
INails at T O.C. (typ.)
L
Prevail Panel APA rated plywood . sheathing
31S" Minimum Edge Distance Siding
qE-T&L,A-
Sheathing fastener, as
described in Note 1.
REVSED
ill I the -FkVWa
Panel fastener, as described In
0
0W/- Note 2
HardieParielTo Siding
I Wat r-resistive barrier per
Florida Building Code Section
1404.2
518" thl ok 15, ply APA rated
PRODUCT RENEWED plywood sheathing fastened
as complying YV!th the Florida
Building Code
to metal studs as described
NOA-No. 17-0406.06 in Note 1. o.iv
Expiration D eO5 0112022 209a, 3-6/8" X 1-5/8" Metal C-StUd
By_ X The wall and soffit frames are to be designed
Miaml-ioafie Product Control by the Architect or Engineer of Record In
i compliance With the Florida Building Code.
Fax
All installation shall be done In conformance with this Notice of Acceptance, the manufaoturer's
installation recommendations,and the applicable sections of the Plorlda -Building Code,
Metal studs where HardlePanel,.Cem 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 115/8" thick 15 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, D.315" heed diameter x 1-114" long
bugle head screw
Thesiding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing
supported by a minimum 20ga, Nominal 3-5/8" X 1-518" Metal C-studs spaced a mayinnum of 16"
O.C.
Note 2] The:91ding panel fastener shall be a minimum No. 8-18, Q.315" head diameter X 1-518'
long* ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating.metal
framing); the fasteners shall be spaced at V'O-C. at panel edges and Intermediate studs', the
fasteners shall be driven through the 5/8" thick 15 ply APA rated plywood sheathing into metal
studs locatecl at 16" 0, C.
Fasteners shall have a minimum edge distance of 30' and a minimum clearance of 2" from
corners.
HARD)EPANEL, CEMPANEL, PREVAIL PANEL
INSTALLATION DETAILS METAL STUD CONSTRUCTION
James Hardie Building Products, Inc,
10901 Elm Avenue
Fontana, CA 92337
81LE MIA NO DWO NO
A [ I PNL-PLK-SOFF
Creator, E. Gonzales , I SCAL5 1/V - I 'O' Date: 412412013 ISHEET 3 OF 12
6.001n.
6.001n.
PRODUC17 RENEiW ED I
as complying with the Florida
Building Code
NOA-No. 17-0406.06 T
Expirat 05/01/2022 s.00in. r
3y
PR0DUCrRZ*vLSED
0C0 yb8vA&ftFbnft
1hriwM CO& I '
V7E0
13YZ#minffm ro,
T
PILMU.Cr BE ISED
g, vvpS;yjng with tht
t%"08 CO& A&VOPWAM 14. (%S
C, W22-0
01*
TeEL STUDS IB" O-C, NOMINAL 20 GAUGE 3-510' X 1-518" S
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
NOMINAL 50' THICK 5 PLY APA WED PLYWOOD
SHEATHING TO METAL STUDS AT 6" OC AT PANEL
EDGF-$ AND ALL INTERMEDIATE SUPPORTS USING A
NO's-18, 0.315" HEAD DIAMETER X I-1W LONG BUGLE
HEAD SCREW
g=A-QQLN G
THE PANEL IS FASTENED WITH NO, 8-18, 0.31 V'HEAD
DIAMETER X 1-5/8 - LONG CORROSION RESISTANT
RIBBED BUGLE HEAD SCREW$ (SCREW $HALL. RAVE AT
LEAST 3 FULL THPEADS PENETRATING THE METAL
FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES
AND INTERMEDIATE STUDS
Cladding
Fmaming
Sheathing
Off OG
0. 121
STATE OF
A
lefflif,
FOR METAL. AND WOOL) STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARENOTPARTOFTHISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
L
Stud Spacing at 16" C.G.
T -
L ... ----- - --
as co
WALL
Bww'
HEIGHT
t3y 1
B
3/4" Minimum Edge Distance
LENGTH S M_
IX -:TA L A
Uith * Fkti&
Q
L
0 N
Na
Shealhing fastener, as
detcribed in Note I
Siding fastener, as
M, %*CT REVIOV v
described in Note 2
4 4m*ying with t c f 1wids
Dd
AM
HardiePlank,
Cemplank, Prevail
Lap Siding
Water -resistive barrier
per Florida Building
Code Section 1404.)
A.
1 115 h' 5 ply APA rated81Ick
plywood sheathing fastened
PRODUCTRIENEWED In accordance with Florida
as complying with the Florida Building Code Section
Building Code 2322.3
NOA-No. 17-0406.06
Expiration Wte
1 05/01/2022 2" X 4" S-P-F Wood Studs
The wall and soffit frames are to bi designed
By by the Architect or Engineer of Record InMiami-MI 5de Product Control compliance with the Florida Building Code,
pR0J QQ 131S QRIETT_ %MN
HardlePlank(D. Cemplanke. &
PrevallO Plank L2p Siding matedals
5/8" thick 15 ply APA 8"-' rionasbestos f1ber-cementproductstestedinaccordance withratedplywoodASTMC1186Grade11, Type A and
sheathing in meeting the requirements Of theaccordanceWth
Florida Building Code. Florida Building Code
Section 2322.3 j N_ QMjA_R1!LDJTA !S L q
Water-reestive Width I-ength Thickness
barrier per Florida 59-1/2# 12! 5/161,
BuIldling Code
Section 14042 pJRJA L$Lij
211 X 41' S-P-F installation Design Prei§sure
Wood Studs Wood Studs -92 psf
Lap Siding Impact Resistant -
C D Planks installed over 5/8" thick 5 plyTl(X5-i 1-1/4"tall X 51161, APA rated plywood sheathing
thick starlet strip
HARDIEPLANK N R A D
n 'the m
0 No
ce 0 c p
L 0
t! A ce0a
0 g an 08 08 o" 8 he Florida Building0
tied sh
w"'
bl e Ion 0
C
ne iAllInstallatil
5
6' 1 anufactureft
0
Installaflon nd' _t! n d th P 11 Code.
Wood stud
re 'mmHardte la k' Cemplan Pre all a Siding will be insta hall be designed by ginawhevp
t en M 11 ' er uireme I thisEngineerochitecPerIn0 'do 5u din cod and th eq nts a N' 0'A_
ick 1 5 ply P Mte plywo t gs all e attac e the slNote1151L -th A A d od shea hIn h b h d to tuds in accordance
with Florida Building Code Section 2322.3.
Planks shall be applied horizontally commencing from the bottom course of the wall Wth IAW wide
laps at the top of the plank such that the exposure area of each plank 1s:5 8-11411 vertically.
Note 2] The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.092'shank diameter,
corrosion -resistant siding nail; The siding is fastened: 8-114" O.C. vertically and 19'O.C. horizontally;
fasteners are driven into wood studs through 518" thick 15 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 2"X4" S-P-F wood studs spaced a maximum of 16" O-C-
Fasteners shall have a minimum edge distance of:31V'.
Creator. E. Gonzales
HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING
INSTALLATION DETAILS WOOD STUD CONSTRUCTION
SIZE! FSCM NO
A
SCAU
James Hardie Building Products, I Inc.
10901 Eirn Avenue
Fontana, CA 92337
No REV
PNL-PLK-SOFF I I
Date; 4)2412013 ISHEET 5 OP 12
kksiener Spacing per Florida
Building Code Section 2322.3 16 in. 0 Cladding
rrarning
Fastener Spacling per Florida
PRODUCT RENEWED Building Code Section 2322.3
Sheathing
as complying with the Florida
Building Code
NOA-No.
0- 75in Expiration DatL-05101/2022
By
Miami-lYadfi Product Control
M mnoying with. tbv Fkwi&
ec
pt18 n
r F
2 322,
0j/ e"."
A-vt--m i-- 0 - _617
By PRODUCr REVISEDT
in wno
foo-k1fts C-0
A-"" -0/1 - 21
By STATE OF
010pz
NOMINAL 2" X 4" S-P-F: WOOD STUDS 16" O.C. FASTENED -
I -
WITH &-112" 16d COMMON RAILS (2 PER TOP AND 0 f AL
BOTTOM CONNECTION) Ifil
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION LOAD ARE
BY THE ARCHITECT OR ENGINEER OF RECORD IN NOT PART OF TH[S APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THr_-SE LOADS)
COMPLIANCE WITH THE FLORIDA BUILDING CODE
ihi
NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD
SHEATH IN G'FASTENE D IN ACCORDANCE WITH FLORIDA HARDIEPLANK, CEMPLANK, PREVAIL LXP SIDING
BUILDING CODE SECTION 2322.3 INSTALLATION DUAILS WOOD STUD CONSTRUCTION
PLANKS.OVERLAP 1-1/4"
James Hardie Building Products, InG, THE EXPOSUR5 IS r-8-14'
10901 Elm AvenueTHEPLANKSAREFACENAILEDWITH2-1/Z LONG, 0,222"
HEAD 'DIAMETER, 0.092" SHANK DIAMETER, CORROSION- Fontana, CA 92337
RESISTANT SIDING NAILS, -PLACED 3W UP FROM THE Phone: 909-356-6300 SIZE MOM No bVIT. NO REV
BOTTOM EDGE OF THE PLANKAT EACH STUD LOCATION Fay 90-427-0634 A PNL-PLK-SOFF
Creator: E. Gonzales SCALE V V4' Datf: 4n,412013 I SHEEr 60512
WALL
HEIGHT
i
WALL LEN
Stud Spacing at 16'0 0.
B-,---,
7—
U
e%q
P----------- -------
STATQ OF
SX Minimum Edge Distance Nails at IQ" O.C, (tyo 11
ZEIA) L A
At flori&i
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
heathing fastener, as
described in Note I
Siding fastener, as
described in Note 2
HardiePlank,
J
I —
Cemplank,
1,7 Prevail Lap Siding
Water-re,,istive
barrier per Florida
Building Code
Section 14042
51811 thick/ 5 ply APA rated
plywood sheathing fastened to
metal studs as describedin.
Note 1
Expiration 05/0112022 2098, 3-5/8" X 1 -518" Metal C-stud
The Wall and soffitfr@mes are to be designed
By by the Architect or Engineer of Record In
mlaml-!)
I
hd6 Product Control complian Ice with the Florida Building Code.
SEE
D2TAJL A
518" thick 15 p,ly APA
r rated plywooLd
sheathlng fastened
to metal studs as
descrilbed in Note 1
ter -resistive
barrier per Florida
Building Code
Section 1404.2
VV"
HardiePI*00, CemplankG, and
Prevaila Plank Lap Siding materials
are nonasbestos fiber -cement
products tested In acoordance wiith
ASTM G1 186 Grade 11, Type A and
meeting the requirements of the
Florida Building Code,
ELALtQS 14E N QQL -S( _N j
Width Length Thickness
9-1/2!' 12' 51161,
20ga, M14" X 1-5/8"
D ES IQAPS.ES S U R—E—R A-TJN-QMetalC-stud
HArdiePlank,
L
Installation Design Pressure
Metal Studs -92 psf
remplank, Prevail
MT10 Lap Siding
rkEC-8
Impact Resistant -
if - 1-1/4' tall X 5116" Planks Installed over 518" thick / 5 ply
thick starter strip APA rated plywooa sheathing
A31 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 HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an
ri-ngfneer or Architect per the Florida Building Code and the requirements of this N.C.&
Note 1] 518!'thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"00 at panel
edges and all intermediate suppo s using a No.8-18, 0.316'head dlametarx 1-1/4" long bugle head screw
Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' Wde laps at
the top of the plank such that the exposure area of each plank Is:5 8-141 vertically.
INote 2) The siding fastener shall be a minimum No, 8-18, 0,316" head diameter X 2-1/-4" long* bugle head
screw over metal studs (*or screw shall have at least 3 full threads penetrating metal framing); The siding Is
fastened 5 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 5/8"
thick 15 ply APA rated plywood sheathing,'fasteneers are placed in the overlapping area approximately 3/4'
from the bottom edge of the overlapping planlc
Vertical joints shall be placed over studs.
The planks shall be Installed over 5/9'thick 16 ply APA rated plywood sheathing supported by a minirrium
20ga, Nominal 3-5[8" X 1-5/8" Metal C-studs spaced A maximum of lu, O.C.
Fasteners shall have a minimum edge distance of 318",
HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING
INSTALLATION DETAILS METAL STUD CONSTRUCTION
James Hardie Building Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
4Z9 FSCM NO pwof4o
A r PNL-PLK-a0FF
Creator E. Gonzales SCALE 1/2" w I Date: 412412013 1 SHEET 7 OF 12
6.00in. --16 in. Or ----I Cledding
6.00in.
Framing
I 0,00in.00 Sheathing
PRODUCT RENEWED
as complying with the Florida
Building Code
0.751n ....
NOA-No. 17-0406.06
Expiration, [)late 05/0112022
By
Mlami-abcfe Product Control lot WOGAV
he VX"0yb# WiM &C noriol yi"f wM U*v Fkxi&
9_"" coft
IZ2-64AaWunmNo
STATE OFCmArolpfoduot
NOMINAL 20 GAUGE 3-518" X 1-518" STEEL STUDS 16"
O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD
SCREWS (2 PER TOP ANDBOTTOM CONNECTION)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE
BY THE ARCHITECT OR ENGINEER OF RECORD IN NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOAD$)
COMPLIANCE WITH THE FLORIDA BUILDING CODE
SHEATH-ING
NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD
SHEATHING TO METAL STUDS AT 6" OC AT.PANEL
EDGES AND ALL INTERMEDIATE SUPPORTS U8114G A
NO.8-18, 0.315" HEAD DIAMETER X 1-1/4' LONG BUGLE
HEAD SCREW
HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING
INSTALLATION DETAILS METAL STUD CONSTRUCTION
PLANKS OVERLAP 1-114'
it THE EXPOSURE IS $ 8-11411 James Hardie Building Produats,.Inc.
THE PLANKS ARE FASTENED WITH NO, 8-18, 0.315" 10901 Elm Avenue
HEAD DIAMETr-_R X 2-1/4" LONG CORROSION- Fontana, CA 92337
RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW
SHALL HAVE AT LEAST 3 FULL THREADS Phone. 009-350-6300 DWG NO PYV
PENETRATiNG THE METAL FRAMING), PLACED 314'UP Fax 909-427-0634 PNL-PLK-SOF5
FROM THE BOTTOM EDGE OF THE PLANK AT EACH CTeatar: E. Gonzaless SCALE Date,.4/241ZO13 SHE Fr 8 OF 12
STUD LOCATION
L_
WALL I-ENG'
Stud Spacing at 16" O.C_
B-(- I I I
WALL
HEIGH1
I
318" Minimum
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
Expiration Pate05/01/2022
SEE N.
D ETA I L A HardleSoffit& & Cemsoffft materials are
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 T
2" X 4" S-P-F QjE1:L_Pj?V1ENqLQN8
Width Length ThIckness
WQod Studs V 81 114,
QF-S LQN_R
HardieSoffij Installation Design Pressure
cemsoffit Wood Studs -70 psf
PiZ0DUCTRCVLSMNailsat4" O.C. (typ.)pRODUCT gEvMw
Distance a amoying with ibe Flor;dx - wooying -ith the oo"
nouns coac Building Co&
3 11, 4.17Ao-Vtmft No
5"6*6
134 ZZ =
Suffit fastener, as
described in Note I
HardieSoffit, Cemsoffit
By
Mlan11-15a;I6 Product ContrZ l
Minimum 2" X 4" S-P-F Wood Studs
The wall and Goffit frames are to be
designed by the Architect or
Engineer of Record In compliance
will) the Florida Building Code,
DGAW4
N 0. Al2
STATE OF
fit
HARDIESOU Ti E.ML - --Z-QEELT-P—kNE[.tt4$-T,-A!.J-A-JJI E r--TAIL,$
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.OA.
The soffit shall be installed over minimum 2'Y,4" S-P-F w000 studs spaced a maximum of 1611 D.C.
Note 1] 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 41 O.C. at panel edges and
intermediate studs; the fasteners shall be driven into wood studs located at 16" 0' ' C
Fasteners shall have a minimum edge dietance of 316" and a minimum clearance of 2!'firorn corners.
HARDIESOFFIT, CEIVISOFFIT PANEL
INSTALLATION DETAILS WOOD STUD CONSTRUCTION
James Hardle Bulloling Products, Inc-
10001 Elm AvenueRAW. Fontana, CA 92337
hone: 909-35M3DO S17-- —
Fs-c-m576, bM NO REV
Fax 909-427-OBM A PNL-PLK-SOFF
Creator, E. Gonzales SCALE 1/2"- V-0" Date: 4124121)1.1 ISHEET 9 OF 12
4.00in.—I
kODUCT RENEWED
as complying with the Florid.
Building Code
NOA-No. 17-0406.06
Expiration nateOSI01/2022
By
4,00 n. Miami-060 Product Control
PR&1A:r REVISED PROWCME WW
as COUIPlying with the FIMAS as oo-0yuj -Ytb the florida9vadi" co& Building Code
A No O-)f 7
Da). 0
convol
r-MM0Q
NOMINAL 2" XVS-P-F WOOD STUDS 16" O.C. FASTENED
WITH 3-1/2" 16d COMMON NAILS (2 PER TOP -AND BOTTOM
CONNECTION) ' I
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY
THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE
WITH THE FLORIDA BUILDING CODE
THE SOFFIT IS FASTENED WITH 2' LONG, 0.223" HEAD
DIAMETER, 0.092" SHANK DIAMETER, CORROSION
RESISTANT SIDING NAILS, PLACE NAILS 4!'O.C. AT PANEL
EDGES AND INTERMEDIATE STUDS
Cladding
Framing
flifflAXA,
3G A
zz
STATE OF
FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE
NOT PART OF THIS APPROVAL (MUST PROVIQF ALTERNATE PROVISIONS FOR THESE LOADS)
I
L
WAL.1- ENGTH
Stud Spacing at 16" O.C.
3/8" Minimum
J.ETAILA
Z4
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-Mo. 17-0406.06
Expiration DaMOS/01/2022 i
A — I
By
Contro
Nails at 6" O.C- (typ.)
D i st2 rice
Soffit fastener, as
described in Note I
HardieSoffit, Cemsoffit
i 20ga,:3-5/8" 1-5/8" Metal C-stud
I
LThe wall and soffit frames are to be
designed by the Archlte-ct or Engineer
of Record In compliance,41h the
Florida Building Code,
I
SEE
DETAIL A
20ga, 3-5/11"X 1-518"
Metal C-stud
Hi3rdieSoffit,
HardleSoffi* & CemsoffitV materials
are nonasbestos 11ber-cement products
tested In accordance with ASTM C1 186
Grade 11, Typa A and meeting tbe
requirements of the Florida 8ullding
Code.
Width Length Thickness
4 8'
11E$j-Q LRRE q;QREL RAJIN(i
Installation Design Pressure
Metal Studs -55 nsf
PRODUCT REVLwa
PRWUCC REVISED 03 complyips w1w the florma S, FA ctimpybil$ With the F%n& Builditts cDft No
Dandim CO& qmo, No 0,0JI 121
Fimi >Ae VV -7
TATE
r OKpr.&d cm*ol fto N. " Cow*[
0/
0IVA
P All (ristallatiorishall be done in confbrmance with thIs Notice of Arc t-;6e0YM *acturer's
installation recommendations, and the applicable sections of the Flodda BUIlding Code.
2 Metal studs \here HardieSoffit, Cemsoffit wIll be installed shall be designed by an Engineer or
Architect per the Florida Building Cccle and the requirements of this N.O.A.
The soffit shail. be installed over minimum 20ga, Nominal 3-5t8" X 1-5/8" Metal C-studs spared
a maximum 01"16, 0.0.
Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long*
ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal '
framing);the fasteners shall be spaced at 6" O.C. at panel edges and Intermediate studs: the
fasteners shall be driven Into metal studs located at 16" O.C.
Fasteners %hall have a minimum edge distance of 3/8" and a minimum clearance of 2" from
comers.
Greator F.-Gonzales
SiZF
HARDIESOFFIT, CEMSOFFIT PANEL
INSTALLATION DETAILS METALSTUD CONSTRUCTION
NO
James Hardie Building Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
OM No
PNL-PLK-SOFF
Date! 4124/2013 1 SHIRET 11 01:: 12
6.001n. —1 6.001n,
Cladding
Framing
6.001n.
PRODUCT RENEWED
PftwuiCr REMED
Oy* -' the-Flotme
as complying with the Florida
Building Code
ftk** C-6a
Avv P40 5, W,,,*ywgwkbdwFkmM
NOA-No. 17-0406.06
Expiration 05/01/2022
loadingCO& 13-07fl-07 PH,
AM F
By
Miami-vAd Product Control
LO
SS1014I
NOMINAL 20 GAUGE 3-5/8"X 1-5/8"STI 51- STUDS 16" O.C.
rION AND GRAVITY LOAD AREFASTENEDWITH6/6"WAFER HEAD SCREWS (2 PER TOP FOR METALAND WOOD STUDS, PROVISIONS FOR DIAPHRAGM AC'
AND BOTTOM CONNECTION) - NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
THE WALL AND SOFFIT FRAMES APE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
91-A.LIQ NII—Q HARDIESOFFIT, CEMSOFFIT PANEL
THE SOFFIT IS FASTENED WITH NO, 8-13,0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION
DIAMETER X 1-114' LONG CORROSION RESISTANT RIBBED
BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3
James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), P CE
SCREWS 6!'O C. AT PANEL EDGES AND INTERMEDIATE 10961 Elm Avenue
STUDS Fontana, CA 92337
Phorie: 909-356-6300 SIZ FSCM NO MCI N.0 REo
Fa)(909-427-0634 A PNL-PLK-SOFF I
Cre8tor., E. Gonzales ISCALI Date:4124/2013 ISHFET 12 or 12
L
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 SCREWAT 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
5-6
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
i3GA
N .
40.
c-T
P9,"% FLOIRNT"
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONOUIN STREET #443
HUNTINGTON BEACH, CA 92649
M 714-292-2602; IF) 714-847-4595
PROJECT: RIO-2689-17
EVALUATION SUBJECT
HardiePanel@ Siding
James Hardie Product Trade Names covered in this evaluation:
HardiePanelID Siding, CempanelS 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 mammum 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 wth nails or screws.
REFERENCE REPORTS:
1. Intertek Report 102024363GOO-001A, Transverse load test on HardiePanel.
TEST RESULTS:
Table la. Results of Transverse Load Testing
Frame Fastener Ultimate Allowable
Test Thickness Width Spacing Spacing Fastener Type Load Design Load 2
Report Number Agency I n.) in.) Frame Type' in.) in-) and Dimensions PSF) PSF) Failure Mode
102024363COQ-001A Intertek 0.3125 48 2X4 wood stud, 3/4" thick by 16 6 No. 8 X 1.25* long X 0.32THD
160.7 53.6 pull through firacture3.5* wide SPF furring ribbed bugle head screws
102024363GOO-001A Interek 0.3125 48 2X4 wood stud. 3/4* thick by 16 8 No. 8 X 1.25" long X 0.323"HD
31. 4 43.8 pull I hrough3.5' wide SPF furring ribbed bugle head.screwt . I .
102024363COO-001A Intertek 0.3125 48
2X4 wood stud, 3/4" thick by 16 12 No 8 X 1.25' long X 0.323'HD
106.1 35.4 pull through3.5' wde 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" HD x 1.5.1 147.6 49.2 pull through firacture3.5' wide SPF furring long ring shank nail
102024363COO-001A Intertek 0.3125 48 2X4 wood stud, 3/4' thick by
24 8 No, 8 X 1.25'long X 0.323- HD I 82.7 27.6 pull through /fracture3.5 wide SPF turning ribbed bugle head screws 1
2. Allowable load is determined from ultimate load divided by a factor of safety of 3.
3. HardiePanel Siding complies with ASTM C1 186, Standand Specification for Grade 11, Type A Non -asbestos Fiber -Cement Fiat Sheets.
Table I b. Analysis of Allowable Load for #8 Screw at 10" O.C.
8 Screw Spacing
Fastener Spacing (in.) 8 12 1 10
Frame spacing (in.) 16 16 Is
Fastener Tributary area (tt') 0.89 1.33 1.11
Allowable load (psf) 43w8 35.4 38.8
Individual fastener load fib.) 38.9 47.2 43.1
I
The fastener load for #8 screw at 10" O.C. was calculated as the average of the test results for 8" and 12" O.C.
The allowable load for #8 screw at the spacing of 1 G" D.C. into furring can be calculated by interpolating the results of same fastener at 6' 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
engineers responsibility to ensure the furring attachment and framing memebers to have sufficient load capacities.
I-- - .
A WA
S,6
FLO0-
2
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
T) 71A-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 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.
Equation 1, c6=0.00256*K,*K,*K,1V' 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,
K,, wind direcfionality factor
V basic wind speed (3-second gust MPH) as determined from 2015 IBC Figures 1609.3(l),(2), or (3); ASCE 7-10 Figures 26.5-1 A, 9, or C
V=V, fref 2015 IBC Section 1602.1 defin6ons)
V ultimate design wind speeds (3-second gust MPH) determined from 2015 IBC Figures 1609.3(l),(2), or (3); ASCE 7-10 Figures 26.5-1 A, B, or C
Equation 3, p%*(GC,-GC,,j) ftef ASCE 7-10 equation 30.6-1)
GCp product of external pressure coefficient and gust ffect factor
GCO 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,-Ki-Kd-V 4(GCrGC)
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,windload
To detennine the Allowable Stress Design Pressure, apply the Joao factor for W (wind) from Equation 4 to p (design pressum) determined from equation 4
Equation 6, p-, = 0-6*1p]
Equation 7, p_ = 0.6*[0.00256*K*K-K,'V 2'(GC,-GCpi)]
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 d/0-6*0-00256*K,*K*Kd*(GCrGCpi))0.5
Applicable to methods specified in Exceptions I through 3 of 2015 IBC Section 1609. 1. 1., to detennine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 6, apply the
conversion formula below,
Equation 9, V., = V. * (0-6)"s fret. 2015 IBC Section 1609.31)
V., , Nominal design wind speed (3-second gust mph) fret. 2015 ISC Section 1602. 1)
0I
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602; (F) 714-847-4595
PROJECT: RIO-2689-17
Table Z Coefficients and Constants used in Determining V and p,
K Wall Zone 5
Height (ft) Exp B Exp C Exp D K. Kd GC, GCj
0-15 0.7 0.85 1.03 h!Z0 1 085 1.4 0.18
20 0.7 0.9 1.08 1 0.85 1.4 0.18
25 0.7 0.94 1.12 1 0.85 1.4 0.18
30 0.7 0.9B 1.16 1 0.85 1.4 0.18
35 0.73 1.61 1 -9 1 0-85 1-4 0.18
40 1 0.76 1.04 1.22 1 0.85 1.4 0.18
45 0.785 1.065 1 245 1
50 0.81 1.09 1 ' 27 1 5017115 1.4 a.1111
55 0.83 111 1.29 1 0.85 0.1 l
60 0.85 1.13 1.31 1 0.85 1.4 j0.18
100 --0.99 1.26 1 0. a5 1 8 0.18
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) 1 DO 105 110 115 12_ 130 140 150 1 160 170 180 190 200 210
Height (ft) B B B B 8 B B B a B B B B
0-15 15.9 17.5 19.1 2b.8 24.4 213.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
20
14.4
14.4 159 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 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 45.8 52A 57.8 63.7
35 15,1 16.6 18.2 19.9 21.7 25-4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 664
40 15.7. 17.3 19.0 20.7 22.6 26.5 30.7 35.3 40 1 45-3 50.8 156.6 62.7 691
45 16.2 179 19.6 21.4 23.3 27-4 31.7 36.4 41.5 46.8 52.6 585 64.8 71.4
50 15.7 18.4 211.2 22.1 24.1 28.2 32.7 37.6 42.8 48.3 21,' 2 66.8 73.7
55 17.1 18.9 20.7 22.6 24.7 21;l 3L 12 11-5 68.5 75.5
60 17 19.3 7f- 1.2 23.2 1 1 3 U- ( bb.ts 63.6 U.1 77.3
100 25.6 1-28.2 31.0 33.8 1 -36.9 43.3 50.2 5T6 65.5- 74.0 82.9 92.4 102-4 112.9
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 gwst) 100 105 110 115 120 130 140 150 160 170 180 190 200 210
Height (ft) C C C G C C C C C C C C C C
0-15 17.5 1 9 3 21.2 23-2 25-2 29.6 34.4 39.5 44.9 50.7 63.3 70.1 77.3
20 18.6 20.5 22.5 24.6 26.7 31.4 36.4 41.6 47.5 637
56.8
60.2 67.0 74.3 81.9
25 19.4 21.4 23.5 25.6 27.9 32.8 3&0 43.6 49.6 56.0 62.8 70.0 77.6 85.5
30 20.2 22.3 24.5 26.7 29A 342 39.6 45-5 518 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 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 26.6 29.1 31.6 3T 1 43.1 49.4 562 63.5 87.9 96-9
50 22.5 24.8 27.2 32-4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 99.2
55 2Z9 25.2 27.7
29'7
0- 3 33.0 38.7 44.9 51.5 58.6 66.2I 74.2 82.7 91.6 101.0
60 23.3 25.7 28.2 50 -8 33.6--F 39-4 Z-5 -7 52A 59.7 67.4M 1b.b 84.1 93.2 10Z8
100 32.6 35.9 39.4 43.1 46.9 1 -55.0 638 73 3 83.4 194.1 105.5 1176 1 -1 30 -3 AAA r
Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D,
nd Speed (3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210
Height (ft) D D D D D D D D D D D D D D
0-15 21.2 23A 25.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 767 85.0 93.7
20 22.3 24.6 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 45.3 520 59.1 66.8 74.9 83.4 92.4 101.9
30 23.9 26.4 29.0 31.6 34.5 40.4 46.9 53.8 51.3 69.2 77.5 86.4 95.7 105.5
35 24.5 27.1 297 32.5 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 56 6 64.4 72.7 81.5 90.9 100.7 111.0
45 25.7 28.3 31.1 34.0 37.0 34 50.3 113.3
50 26.2 28.9 317 34.6 37. 44.3 51.3 58.9 67.1 75 154.9 94.6 104081 115.5
55 26.6 29.3 32.2 35.2 38.3 0 5N O
68-1 76.9 86.2 96.1 106.4 117.4
60 27.0 29.8Jkj 32.7 31 3b. 7 60.8 69.2 78.1M 78-76 9T5 108.1 119.2
100 37.0 40.8 44.7 48.9 53., 62.5 72.5 83.2 94.6 106.8 119.8 133,4
Tables 3, 4, and 5 are based -on ASCE 7-10 and consistent With the 2015 IBC, 2015 IRC
OG
4
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
Table 6, Allowable Wind Speed (mph) for HarcliePanel Siding (Analytical Method in ASCE 7-10 Chapter30 C&C Part 1 and Part 3)'
2015 IBC, 2017 FBC 2015 IBC, 2017 FBC
Allowable, Ultimate Allowable, Nominal
Design Wind, Speed, Design Wind, Speed,
V 35. V_4.5.
3-second gust mph) 3-second gust mph)
Applicable to methods
specified in 12015 IBC, Applicable to methods
2017 FBq Section specified in Exceptions 1
1609.1.11 as determined by through 3 of 12015 IBC,
12015 IBC, 2017 FBq 2017 FBq Section
Figures 1609.3(1),(2), or 1609.1.1.
3). 1 Coefficients med in Table 6 calculations for V.,
VVind a posure category Wind exposure category Siding K
Product
Minimum
Thickness Ndth Fastener
Type
Fastener
Spacing
in.)
Frame Type
Stud
Spacing
in.)
Building
Height'-'
ft.)
a C D 8 C I D
An `1bl.
Design Load
P'O Exp B Exp C Exp 0 K,, K. GC, GCO
D-15 193 175 159 149 135 123 0.70 C a5 1.03 hs6O 0.135 1.41 0.18
20 193 170 155 149 132 120
53.6
53.6 0.70 0.90 108
L
1 0.85 1.4 0.18
HardiePaneig 5/16 48
No. 8 X
1.25'long
X 0.323'
HID ribbed
bugle head
15"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 U4 1.12 1 0.85 1.4 0.18
30 193 163 150 149 126 116 1 -53.6 0.70 0.98 1.1 6 81 414 0.18
35 189 160 148 146 124 114 53.6 0.73 1 1.01 1.19 1 0.85 1.4 0.181
40 185 158 146 143 122 113 53.6 0.76 1.04 1.22 1 0.85 1 0.18
45 172 150 140 133 116 108 53.6 0.88 1-15 1,33 1 0.95
L4
1.4 0.18
50 179 154 143 139 120 111 53.6 0.81 1.09 127 0.85 1.4 0.113screwsfurring
55 177 153 142 137 119 110 53.6 0.83 1.11 1.29 1 1 0.85 1-41 018
60 71 152 141 135 117 109 113.6 0.85 1.13 T31 1 10.851 1,41 DAB
7_ oo 1 1 5 128 120 112 99 93 536 0.99 1.26 1.43 h 60 1 0.851 1.8 10.18
0-15 174 158 144 135 122 111 43.8 0.70 0-85 1.03 hs60 14 011
20 174 154 140 135 119 109 43.8 0-70 0-90 1.08
L
1.
185
0.85 1.4 0.18
HardiePanelO 5116 48
No. 8 X
1.25" long
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
25 174 150 138 135 116 107 43.8 0.70 0.94 1-1L 1 085 14 0.18
30 174 147 135 135 114 105 43.8 0.70 0.98 1.16 1 0.85 1.4 0.18
35 171 145 134 132 112 103 43.8 0.73 1.01 1.19 1 O.a5 1.4 0.18
40 167 143 132 129 I'll 102 43.8 0.76 I.D4 1.22 1 0.85 1.4 0.18 -
45 164 141 131 127 log 101 43.8 0.79 1.07 1.25 1 85 1.4 DAB
50 162 140 129 125 108 100 43.8 0.81 1.09 1.27 1 0.85 1.4 3.18
55 160 138 128 124 107 99 43.8 0.83 1.11 1.29 1 085 1.4 0.18
60 158 137 127 122 106 99 43.8 0.95 1.13 1.31 1 0.85 1.4 0.18
100 131 116 101 go 43.8 0.9L 126 1.43 lh 60 1 0.85 1.8 0.18
0-15 164 149 135 127 115 105 38.8 0.70 085 103 h,60 o . . 1.4f-1.40.18
0.18
20 164 145 132 127 112 102 38.8 0.70 0.90 1.08
L
1 0.85 1.4 0.18
HardiePanelO 5/16 48
No. 8 X
1.25"long
X 0-323'
HID ribbed
bugle head
screws
10"O.C.
into
furring
only
2X4 wood or
20 ga. steel
framing, 314*
thick by 3_5'
wide wood
furring 1,7.5
16
25 164 141 130 127 110 100 38.8 0.70 0.94 112 1 o.. . 1.4 018
30 164 139 127 127 107 99 38.8 0.70 0.96 1.16 1 1.4 0J8
35 161 136 126 124 106 97 38.8 0.73 1.01 7. 19 1 0.85 1t,
40 157 134 124 122 104 96 1 38.8 0.76 1.04 1.22 0.85 1.4 0.18
45 155 133 123 120 103 95 39.8 0-79 1.07 , 1.25
L
1 0.85 1-4 018
50 52 131 122 118 102 94 38.8 0.81 1.09 1.27 1 0.85 1-4 D.18
55 151 130 121 117 101 94 3&8 0.93_ 1.11 1.29 M 0.85 1.4 0.181
60 149 129 120 115 700 93 313.8 0.85 1.13 171 Ft FU5 1.4 0.18
100 123 95 3&8 0-99 1.26 1.43 h>60 1 0.85 1.8 D.18
0-15 157 142 129 121 110 100 35.4 o,70 0.85 1.03 hs6l) 1 0.85 1.4 D.18
20 157 138 126 121 107 98 35.4 0.70 0.90 1.08 1 F8 5 14 018
HardiePanelD 5/16 48
No. 8 X
1.25"long
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'
wide wood
furring
16
25 157 136 124 121 105 96 35.4 0.70 0.94 1.12 1 0.85 1.4 0A8
30 157 132 122 121 103 94 354 070 0.98 1.16 1 0-85 0.18
35 153 130 120 119 101 1 93 35.4 0.73 101 111 1 2
1.4
1.410.18
40 150 1 128 119 116 100 92 35.4 0.76 1.04 1.22 1 25,
45 148 127 117 115 98 91 35.4 0.79 1.07 1.25 1 0.851 1.4 10.18 1
50 146
T44
125 116 113 97 90 35A 0-81 109 1.27 1
65 124 115 ill 96 89 35.4 0.83 1.11 1.29 1 2tll 1 4
60 142 123 114 110 95 89 35.4 0.85 1.13 1.3T 0.85 1.44 0.18
100 118 91 35.4 0,99 126, 1.
tiff
FLO
ssvA
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
Allowable, Ullimate Allowable, Nominal
Design V'And, Speed, Design Wind, Speed,
V215. V..,,'.
3-second gust mph) 3-second gust mph)
Applicable to methods
specified in [2015 IBC, Applicable to methods
2017 FBC] Section specified in Exmptions I
1609.1.1. as determined by through 3 of 12015 IBC,
12015 JBC, 2017 FBq 2017 F13C] Section
Figures 1609.3(l),(2), or 1609.1.1.
3). 1 1 Coefficients us,ed in Table 6 calculations for V.
Wnd exposure category VMnd exposure category Siding K,,
Product
Minimum
Thickness
in.)
Wdth
in-)
Fastener
Type
Fastener
Spacing
in.)
Frame Type
Stud
Spacing
in.)
Building
Height''
IL)
B C D B C D
Allowable
Design Load
psf) Exp 8 Exp C Exp D K I K. I GC, GC-
0-15 138 125 114 107 97 88 27.6 0.70 0.85 1.33 hS60 1 0.85 1.4 0.18
20 138 122 ill 107 94 as 27.6 0.70 0.90 1.08 1 0,85 OA8
HardiePaneig) 5/16 48
No, 8 X
1.25"long
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
24
25 138 119 107 92 27.6 0.70 0.94 1-12 1 0.85 1.4 0.18
30 138 117 ID7 91 27.6 030 0.98 7.16 1 0.85 1.4 018
35 135 1 115 1 D5 89 27.6 073 0 135 14 018
40 133 113 103 88 27.6 0.76
L
1 0 85 1.4 0.18
45 131 112 101 87 27.6 0.79 1 0,85 1.4 0.18
50 129 ill 100 86 27-6-- 0.81 A 0.85 1.4 0.18
55 127 98 27.6 0.83 1 0.85 1.4 0.18
60 125 97 27.6 0.85 1 L85 1.4 0.15
100 27 6 0-99 1-26 1.43 h-60 1 0-85 1.6 011
0-15 185 168 152 143 130 118 491 0.70 0.85 1.03 hs60 1 0.85. 1.4. 0.18.
20 la5 163 149 143 i25 115 49.2- 0.70 0.90- 1.ua 1 055 14 0 18
HardiePanelg) 5/16 48
0.090'
shank X
0.215'HD
x 1.5' long
ring shank
nail
61, O.C.
into
furring
only
2X4 wood or
20 ga. steel
framing, 3W
thick by 3.5'
wide wood
furring
16
25 185 159 146 143 123 113 49.2 0.70 0.94 1.12 1 0.86 1.4 0.18
30 185 156 143 143 121 Ill 49.2 0.70 0.98 1.16 1 085 1.4 0A8
35 181 154 142 140 119 110 492 0.73 1.01 lAg 1 0,85 1.4 0.18
40 177 151 140 137 117 108 49.2 0.76 1.04 1.22 7 s5 1. 0.18
45 174 150 138 135 116 107 49.2 0.79 1.67 1 25 I D.B5 1.4 0.18
50 1 2 148 137 133 115 106 49.2 0.81 1.09 1.27 1 O.B5 1.4 0.18
lt_r135 131 114 105 49.2 0.83 1.11 1.29 1 0.85 1.4 0.186551i6i1451135130Ll3LOS20851.13 1 1.31 F1 T675T 14T Tjj
100 139 123 1 115 107 95 89
g
U 0.99 1.26 1 1.43 h 50 1 1 10-851 1.8T0.181
2. Building height= mean rout height On feet) of a building, except that eave height shall be used for mof angle e less than or equal to 10* (2-12 rDDf slope).
3- Vik = ultimale design wind speed,
4. V_, = nominal design wind speed
5. Linear interpolation of building height (5 60 fl) and wind speed is permitted.
6. VAnd speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part I and Part 3: K =1, K,=0.85, GCP 1.4 (hs(30), GCP 1.8 (h,60), GC,=O.l 8.
7- Wood furring shall be preservative treated per AWPA.
8. Wood furring shall be specific gravity of 0.42 or greater Per AFPAINDS; or wood structural panel, conforming 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
1k %
07
c LQ
FLO`ik
6
PROJECT RIO-2686-17
ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE0 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
COVER PAGE
EVALUATION SUBJECT
EVALUATION SCOPE
EVALUATION PURPOSE
REFERENCE REPORTS
TEST RESULTS
TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING
TABLE 1 B, SHEAR VALUES
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
LIMITATIONS OF USE
PAGE
1
2
2
2
2
3
3
3
4
4
5
5
5
6-7
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
A w,
cc
ol
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(D Siding
James Hardie Product Trade Names covered in this evaluation:
HardiePaneI9 Siding, CempanelS 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-secand 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 I C-127G-94 (ASTM E330) Transverse Load Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed an 2X4 Hem -Fir wood studs spaced at 16 inches
on center with a 6d common galvanized nail
3. Ramtech Laboratories Report C-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 10868-9711475 (ASTM E330) Transverse Load Test, 5/16" Thick by 48 inch I vIAde HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs
spaced at 16 inches on 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-1054-89 (ASTM E330) Transverse Load Test, 1/4" Thick by48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on
center with a No 8 X 1 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 1 in. long X 0.323 in head diameter ribbed bugle head screw
7. Ramtech Laboratories, Report 11 149-98/1554d (ASTM E330) Transverse Load Test, 114" 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 installed on 2X4 Hem -Fir wood studs spaced at 16 inches on
center with a 6d common galvanized nail
9. Ramtech Laboratories Report IC-1 27,r-94 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir mod studs spaced at 24 inches on
center with a 6d common galvanized nail
10. Ramtech Laboratories, Inc. Report 10868-97/1475 (ASTM E72) Racidng 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 on 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-1 057-89 (ASTM E72) Racking Shear Test, 5/16"Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood 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 11284-99A 580 (ASTM E72) Racking Shear Test, 5/16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir Wood 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
1 0 0 1111 / 114e.""' 0 GA 4/ -:
STATE OF
44Z
11 SOR
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
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
714-847-4695 FAX
PROJECT: RIO-26a6-17
Fastener spacing
Allowable
Frame Ultimate Design
Thickness Width Spacing Perimeter Field Load Load'
Report Number _ Test Agency in.) in.) Frame Type _ in.) Supports upports Fastener Type PSF) PSF)
IC-1270-94 - Ramtech 043125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7
IC-1270-94 Ramtech O 3125 48 2X4 wood Hem -Fir 16 4 4 6d common 236 78.7
IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3
IC-1271-94 Ramtech 1 0.3125 48 2X4 w od_qem-Fir 24 4 4 1 6d common 143 47.7
10868-97/1475 Ramtech 0.3125I 48 2X4 wood, SG Z: 0.36 16 4 B
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 3625 in- X Mim No 8 X I 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 ribbed bugle 91.9 30.6
1 head screw I
Min. No. 20 gauge X 3.625 in, X ET&F 0. 100 in. knurled shank X
11149-9811554d Ramtech 0.3125 48
1.375 in metal stud
16 4 8 1.5 in. long X 0.25 in. head 170 56.7
diameter pin fastener
Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knurled shank X
11 149-98/1654d Ramtech. 0.3125 48
1.375 in metal stud
2-4- 4. 8 1.5 in. long X 0.25 in. head 101 _ 33.7
1. -OW21- Load is Ultimate Load divided by a Factor of safety of 3.
2. HardiePanel Siding complies with ASTM C 1186, Standard Specification for Grade 11, Type A Non -asbestos Fiber -Cement Flat Sheets.
Table I b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Walls 1,2
I Fasten7 Spaungt ,
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) Pit)
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 2.X4 wood Hem -Fir 24 6 6 6d common 460.0 153.3
IC-1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 4- 4 6d common 637.5 212.5
10868-9711475 Ramtech 0.3125 48
24
2X4 wood, SG 2t 0.36 16 4 8
4d, O.D91 in. shank X 0.225 in.
595.4 198.5
I HD X 1.5 in. long ring shank nail
IC-1057-89 Ramtech 0.25 Min. No. 20 gauge X 3.625 in. X Min' No 8 X 1 in. long X _0.323 in
48
1.375 in metal stud 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
11284-9911580 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
I diameter pin fasten
Min. No. 20 gauge X 3.625 in. X
I
ET&F 0. 100 in. knurled shank X
112134-99/1580 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
diameter pin fasten r
Da QeS S aij uc Suppuitud by iiarning. Paineis shan be appued vmn ine iong dimension eimer parallel Or perpendicular to studs.
2. The ma)dmum height-to4ength ratio for construction in this Table is 2:1. 011011 fol
3. In the steel framed assemblies the allowable load is based on the average load at 1/8 inch net deflection. oil \. 0 G A W-4
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-268&-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 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 vAnd 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 vall be in accordance with ASCE 7-10 Section 2.4 combining nominal loads 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, q,=0.00256-K-K,,-Kd-V2 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
K,, wind directionality factor
V basic wind speed (3-second gust MPH) as determined from [2015 IBC, 2017 FBGj Figures 1609.3(l), (2), or (3); ASCE 7-10 Figures 26.5-1A, B,
or C
Equation 2,
V=V.k fref 2015 IBC & 2017 FBC Section 1602.1 definitions)
V,* . ultimate design wind speeds (3-second gust MPH) determined from [2015 IBC, 2017 FSC] Figures 1609.3(l), (2), or (3); ASCE 7-10 Figures
26.5-1 A, B, or C
Equation 3, p=q,*(GC,-GCi) (raf ASCE 7-10 equation 306-1)
GCp , product of external pressure coefficient and gust -effect factor
GC,,, , 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'V,,,"(GCp-Gcp;)
Allowable Stress Design, ASCE 7-10 Section 2.4. 1, load combination 7
Equation 5, 0.6D + 0.6W [ref 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.. = ().6*fpl
Equation 7, 1p d = 0.6*[0.00256-K,'K,,*K,*V,,2*(GC-Gcpi)I
Equation 7 is used to populate Table 3, 4, and 5.
To determine the allowable ult(mate basic wind speed for 14ardie Siding in Table 6, solve Equation 7 for V_
Equation 8, V k = (p.d/O 6*0.00256-K,'K-K,'(GCP-GCpi))-'
Applicable to methods specifiedin Exceptions 1 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.,i = V. * (0-6)" fref 2015 IBC & 2017 FBC Section 1609.3. 1)
V, , Nominal design wind speed (3-second gust mph) (ref 2015 JBC & 2017 FBC Sec9o,5
Table 2, Coefficients and Constants -used in Determining V and p,
Kz Wall Zone 5
Height (ft) Exp B Exp C Exp D K, Kd GCp GCj
0-15 0.7 0.85 1.03 h:60
1
1 0.85 1.4 0.18
20 0.7 0.9 1.08 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 1.16 1 0.85 1.4 0.18
35 0.73 1.01 1.19 1 O.B5 1.4 0.18
40 0.76 1.04 1.22 1 1 1 -1.4 1 0.18
45 0.785 1.065 1 1.2451 1 1 1 0:66- 1---1-.4 0.18
50 0.81 1.09 1.27 1 0.85 - 14 0.18
55 O 83 1.11 1.29 1.4
1.4
0.18
6D 0.85 1.13 1.31 1I ffiI'l12 0.18
100 0.99 1.26 1.43 1 h160 1.8 0.18
4
1V 'Y INO LY I 1 I
STAUT
ORO*
f j A':
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-268,5-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.r-om
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-secand gust) 100 105 110 115 120 130 140 150 160 170 180 190 2DO 210
Height (ft) B B B 8 B B B B B B B B 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 57.8 6T-7
20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32 5 37.0 41.7 46.8
52.1-
52.1 57.8 63.7
25 14.4 15.9 77.5 19.1 20.8 24.4 28.3 32.5 37.0 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
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 43.5 48.8 54.4 60.2 9-6-4
40 17.3 19.0 20.7,-22.6, 26.5 30.7 35.3 40.1 1 -45.3 50.8 56.6 62.7 1 -69.1
45 16.2 17.9 19.6 21.4 23.3 2 .4 31,7 36.4 41.5 46.8 52.5 58.5 64.
50 16.7 18.4 20.2 22.11-24.11 28.2 32.7 37.6 4LB 48.3 54A 60.3
55 17A 1&9 20.7 22. 251 2 31-1 38.5 43.8 49.5 5515.5 61.8 68.5 5
60 17T 19.3 21.2 23 . 21 L24,
2 .2 2 34.4 39.5 44.9 5-o.T 6.8 3.3 70.1 i 7Z
100 ---25.6 28 2 31.0 33.8 1-36.91 43.3 50.2 57.6 65.5 74.0 82.. 2.
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) 100 105 110 115 120 130 140 150 160 170 180 190 200 210
Height (1t) c c C C C C C C C C C C C C
G-15 17.5 19.3 21.2 23.2 25.2 29.6 34.4 39.5 4.4.9 50.7 56.8 63.3 70. 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 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 34.2 39.6 45.5 51.8 58.4 65.5 73 O 80.9 89.2
35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 53.3 60. 67.5 75.2 83.3 91.9
40 21.5 23.7 26.0 28.4,-30.9 363 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6
45 22.0 24 2 31 37.1 43.1 49.4 56 2 63.5 71.2 79.3 87.9 96.9
50 22 5 24.8 380 44.1 50.6 57.6 65 ' 72.9 81.2 89.9 99.2
55 22.9
3
25.2 2Z 7 32 32 0 38J 1 1125 51-6 6.26 74.2 82.7 91.6 101.0
60 2'2 39.4 1 4117 W Eg-.T- 67.4 7 .5 84.1 93.2 102.8
100 32.6 35.9 39.4 43.19; 46.9 55.0 1 63.8 73.3 1 83.4 94.1 105.5 117.6 130.3 1437
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-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210
Height (ft) D D D D D 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 24.6 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 66.8 74.9 83.4 92.4 101
30 23.9 26.4 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 32.5 35.3 41.5 48.1 55.2 70.9 79.5 88.6 98.2 109.3
4D 25.2 27.7 30.5 33.3 36.2, 42.5 49.3 56.6
62.-8
64.4 72.7 81.5 90.9 100.7, 111.01
45 25.7 28.3 31.1 34.0 37.0 43.4 50.3 5
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
727 -0
29.3 32.2 35.2 38.3 45.0 52.2 59.9 68.1 76.9 86.2 1 96.1 106.4 1-117.4
50 729 -8 32.7N-447489
35.7 Z8-9 45.7- r=0 760 -8 69,2 78.1 0-6 2
100 37.0 40.8 53.2 62.5 72 5 1 1 0
Tables 3, 4, and 5 are based on ASCE 7-10 and consistent with the 2015 IBC, 2015 IRC and the 2017 Florida Building Code
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-947-4595 FAX
PROJECT: RIO-2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com A Wq
Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part
2015 18C, 2017 FBC 2015 18C, 2017 FSC I'd, - . . , W
4r
4
A
I Coefficients used in Table 6 calculations for V.
Allowable, Ultimate
Design Wind, Speed,
v,,4,6,
3 -second gust mph)
Allowable, Nominal
Design Wind, Speed,
V-2.5,
3-second gust mph)
Applicable to methods
specified in [2015 IBC,
2017 FBC] Section
1609.1.1.asdete-inedby
Figures 1609.3(l), (2), or
3).
Applimble to methods
specified in Exceptions I
through3,91'[201518C,
2017 FBCI Section
1609.1.1.
W_md e osure category Wind e oSure category Siding K
Product
Product
Thickness
inches)
Width
inches)
Fastener
Type
Fastener
Spacing
Frame
Type
Stud
Spacing
inches)
Building
Height3j
feet)
8 C D B C D
Allowable
Design
Load
PSF) Exp 6 Exp C E)cp D K. K, I GC,, GC,
HardiePanelg 5/16 48
6d
common
6
2X4
wood
Herri-Fir
16
0-15 186 168 153 144 130 118 49.7 0.7 0.85 1.03 hS50 I O.a5l-1.41 018
20 186 164 149 1 T_ 127 116 49.7 0.7 0.9 1.08' 1 0.851-1.41 0,18
25 186 160 147 144 124 114 49.7 0.7 0.94 1.12 085 14 118
30 186 157 144 144 121 112 49.7 0.7 0.98 1.16
L
1 0.85 1-4 018
35 182 154 142 141 120 110_ 49.7 073 1.01 1 19 L
1
1-85
0.85
1-4
1-4
0.18
0,1840178152141138118109 - 49.7 104 1 22
45 175 150 139 136 71-7 1-08 49.7
O.L6_
0.785 1.065 1 0.115 1.4 0.18
50 172 149 138 134 115 107 49.7 0.81 1.09 N21 1 0 85 1A 018
55 170 147 137 132 114 106 49.7 0.83 1.11 1 2E, 1 0.85 1.4 0.18
60 168 146 136 130 113 105 493 0.85 1.13 1 31 1 0.85 1.4 0.18
100 139 124 116 108 96 90 49.7 0.99 1.26 1.43 lh 60 1 0.85 1.8 0.18
HardiePanel@ 5/16 48
6d
common
4
2X4
wood
Hem -Fir
16
0-15 233 212 192 181 164 1 149 78.7 0.7 0.85 1 03 60 1 0.85, 1.4, 0.18
20 233 206 188 181 __
156
159 146 78.7 0.7 0.9 1.08 1 0.851-1.41 0.181
25 233 201 185 181 143 78.7 0.7 0.94 112_ 085 14 018
30 233 197 181 181 153 140 78.7 0.7 098 1.16
L
1 OZ5 1.4 0.16
35 229 194 179 177 151 139 78,7 0.73 1 1.01 1.19 1 D.S5 1.4 0.18
40 224 192 177 174 148 137 78.7 0.76 1.04 1.22 1 0.85 1.4 0.18
45 220 189 175 171 147 136 737 0.785 1.065 1-2451 1 085 1.4 01-8
50 217 187 173 1 168 145 134 78.7 0.81 1.09 1.27 1 0,85 1.4 0.18
55 214 185 172 1 166 144 133 7&7 0.83 1-11 1-29 1 0.85 1.4 0.18
60 212 184 171 164 142 132 787 O.a5 1.13 1.31 1 0.85, 1.4, 0.18
100 175 155 146 136 120 113 78.7, 0.99 1.26 TZ- h160 1 0-851,-1.81 0.18
HardiePanel& 5/16 48
6d
common
6
X4
wood
Hem -Fir
24
0_15 147 134 121 114 103 94 313 0.7 0.85 1.03 hs60 1 0.851-1.41 0.18
20 147 130 119 114 101 92 31.3 0.7 0.9 1.08 1 0,851-1.41 0.18
25 147 127 116 114 98 90 31.3 0.7 0,94 1.12 1 0,851 1.410.18
30 147 124 114 114 96 89 31.3 0.7 0.98 1.16 1 0.851-1.4 0.18
35 144 123 113 112 95 87 , 31.3 0.73 1.01 1.19 0.85 1.4 0.18
40 141 121 112 1 109 94 86 31.3 0.76 1,04 1.22
1
1 0.85 1.4 0.18
45 139 119 110 108 92 86 31.3 T78-5 055 1 245 1 0.85 1.4 0.18
50 137 118 106 91 31.3 0-81 1.09 1.27 1 0.85 1.4 0.18
55 135 117 105 91 31.3 0.83 1.11 1.29 1 0.85 1.4 0.18
60 134 116 103 90 31.3 0.85 1.143 1.31 1 0.85 I.i 0.18itio-T-i 117 86 31.3 099 1.26 1.43 h 60 1 0.85 1.8 0.18
HardiePane](D 5/16 48
6d
common
4
2X4
Wood
Hem -Fir
24
0-15 182 165 150 141 128 116 47.7 0.7 D.B5 1.03 h560 1 0.85 1.4 018
20 182 160 146 141 124 113 47.7 0.7 0.9 1.08 1 0.85, 1.4 0.18
25 182 157 144 141 121 Ill 47.7 0.7 094 1.12 1 085 14 018
30 182 154 141 141 119 109 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 1.01 1.19 1 0.85 1.4 018
40 174 149 138 135 116 107 47.7 D.76 l.D4 1.22 1 0-85 1-4 018
45 172 147 136 133 114 106 477 0.785 1.065 1 TZ 1 0-85 1.4 0.18
50 - 169 1 146 135 131 113 105 0.81 1.09 1.27 1 1 0.85 1.4 0.18
55 167 144 134 129 112 1-04
47.7
47.7 0.83 1.11 1.29 1 0.85 1.4 0.18
60
To-o
165
137
143 133 128 Ill- 103 477 0.85 1.13 1.31 1 .0.85, 1.4 0.18.
T 121 114 106 94 88 47.7 099 1.26 1.43 h>60 1 10.851 1.8 0.18
HardiePaneMD 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
S
wood
G2:0.36
16
0-15 144 131 119 112 101 92 30.0 0.7 0.135 1.03 hs60 1 0.851 1.4 71-8
20 144 127- 116 112 98 90 30.0 0.7 0.9 1.08 1 085 14 018
25 144 124 114 112 96 8B 30.0 0.7 0.94 1.12 7 Em 1-4 018
30 144 122 112 112 94 87 1 30.0 0.7 0.98 1.16 1 0-85 1.4 0.18
35 141 120 Ill 109 93 86 30.0 013 9 1 0.65 1.4 0.18
40 138 118 107 92 30.0 0.76 0.85 1.41 0.18
45 136 117 105 91 3701)__ 1.065, 1,245 1 085 1.4 0,18,
50 134 116_ 104 89 3 E
L7M
1'."' 1 1.27 1 0.85 1.41 0A8
55 132 114 103 89 3GT'__ 7-M 1.11 1 1.29 1 0.85, 1.41 0.1816013111310188301131.31 T 0.851 1.410.181
100 1 1.8
6
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4695 FAX
PROJECT: RIO-2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-889-542-7343
info@jameshardie.com
2015 IBC, 2017 FBC 2015 JBC, 2017 FBC
Allowable, Ultimate Allowable, Nominal
Design Wind, Speed, Design Wind, Speed,
v,,4,6, V.5.6,
3-second gust mph) 3-second gust mph)
Applicable to metho
specified in 12015 JBC,
2017 FBC] Section
1509-1.1. as determined by
Figures 1609-3(l), (2), or
3).
TeXpOsUre
Applil ble to methods
specified in Exceptions 1
through 3 of 12015 IBC,
2017 FBC] Section
Coefficients used in Table 6 calculations for V_
rV-11jnd category Wind e)q)osure category Siding K
Product ProductsThicknes
inches)
Width
inche S)
Fastener
Type
Fastene
Spa ng
Frame
Type
Stud
Spacing
inches)
Building
Height"
feet)
B C D B C D
Allowable
Design
Load
PSF) Exp 5 Exp C Exp D K. K GCP GCij
0-15 198 180 163 153 139 126 1-6.5 0.7 0.85 1.0L h160 0.85 1.4 0.18
Min. No 8 X
20 198 175 159 153 135 123 56.6 0.7 0.9 1.08
L
1 0.85 1.4 0.18
25 198 171 157 153 132 121 56.6 0.7 0.94 1.12 1 0.85 1.4 0.181in. long X
0.323 in
Min. No.
20 ga. 30 198 167 154 153 130 119 56.5 0.7 0.98 1.16 1 0.85.-l.4 0.18.
35 194 165 152 150
147
128 118 56.6 0.73 1.01 1.19 i'll 0.18
HardiePanel@ 1/4 48
head
diameter 6
33 mil) X
3.625 in. 16 40 190 162 190- 126 116 56.6 0.76 I.D4 1.22 0.18
45 187 161 148 145 124 115 56.6 0.785 1.065 1.245 1 10.851-1.4 718- ribbed X 1.375
50 184 159 147 143 123 114 56.6 0.81 1.09 1.27 1 0.85 1 4 0.18buglehead
screw'
in metal
stud 55 182 157 146 141 122 113 56-6 0.83 1.11 1.29 1 1 D.B51-1.4 0.18
60 180 156 145 139 121 112 56.6 0.85 1.13 1.31 1 1 0.851-1.4 0.18
100 149 132 124 115 102 96 56:6 0.99- 1,26- 1.43 h>60 1 0:85-1:8- 18
0-15 1 146 1 132 120 113 102 93 30.6 0.7 0.85 1 1.03 h M 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 1018
25 146 126 115 113 97 89 30.6 0.7 0.94 1.12 A 0.85 1.4 0.181in. long X
0,323 in
Min. No.
20 ga. 30 146 123 113 113 95 88 30.6 0.7 0.98 1.16 1 85 14 F- 18
35 143 121 112 110 94 86 30.6 0.73 1.01 71 -9 1 0- 1.4 0.18
HardiePanel@ 114 48
head
diameter 6
33 mfl) X
3.625 in. 24 40 140 119 110 108 93 85 30.6 0.76 1-04 1.22 1 8-5- 1-4 0.18
45 137 118 106 91 30-6 0.785 1.065 1.245 1 0.85,-1-4 0.18ribbedX1.375
50 135 117 106 90 30-6 0.81 1.09_ 1.27 1 0.85 1.4 0.18buglehead
screw'
in metal
stud 8 11 3
116 104 90 30.6 0.83 1.11 1.29 1 0.85 1.4 0.18
6. 1 2 1 115 102 89 30.6 0.85 1.13 1.31 1 0 85 0-11
100 3L6 099 1-26 1.43 h160 85
1.4
1-8 0-111,
ET&F
0-15 198 180 163 153 139 127 56.7 0.7 085 103 h:560
L
1
L_
0.85 1-4 0.18
20 198 175 160 153 135 124 56.7 0.7 0.9 1.08 1 0.85 1.4 0.180. 100 in.
25 198 171 157 153 132_ 121 56.7 0.7 0.94 1.12 1 10.85 1.4 0.18knurledMin. No.
30 198 167 154 153 130 119 56.7 0.7 0.98 1.16 1 0.85,-1.4, 0.18, shank X 20 ga.
35 194, 165 152 150 128 118 56.7 0.73 1.01 1.19 1 4 0-18
HardiePanelqD 5116 48
1.5 in. long
X 0.25 in.
head
4 edge
8 field
33 mil) X
3.625 in.
X 1.375
16 40 190 163 150 147 126 1 116 1 56.7 0.75 I.D4 1.22 1
1 1
018
45 187 161 149 145 124 115 56.7 0.785, 1.065, 1.245 1 0.85 14 0.18
50 184 159 147 143 123 114 55.7 0.81 1.09 1 1.27 1 O 85 1-4 0.18diameterinmetal
55 182 157 146 141 122 113 56.7 OM 1.11 1.29 1 0.a5 1-4 0.18pin
fastener2
stud
60 180 156 145 139 121 112 56.7 0.85 1.13 131 1 0.85 1.4 0.18
100 124 115 102 96 56.7 0.99 126 173 li 60 1 0.851-1.8 0.18,
ET&F
0-15 153 139 126 118 107 98 33.7 0.7 0.85 1.03 h:560 1 0.851 1.4, 0.18
20 153 135 123 118 104 95 33.7 0.7 0.9 1.08 085 140.100 in.
25 153 132 121 118 102 94 33.7 0.7 0.94 1.12.
L
1 0.85 1A 0.18knurledMin. No.
30 153 129 119 118 100 92 33.7 0.7 0.98 1.16 1 O 85 1.4 0.18shankX20ga.
35 150 127 117 116 99 91 1 33.7 0-73 1.01 1 1.19 1 0.135 1.4 0.18
HardiePanel& 5116 48 1.5 in. long
X 0.25 in.
head
diameter
4 edge
8 field
33 mil) X
3.625 in.
X 1.375
in metal
24 40 147 125 116 114 97ENAO 90 33.7 0.76 I.D4 1.22 1 0.85 1.4 018
45 144 124 115 112 96 89 33.7 0-785 1.065 1.245 1 0.85 1.4 0.18
50 122 113 110 95 88 33.7 0-81 1.09 1.27 1 0A5 1.4 018
119 121 113 109 94 87 33.7 083 1,11 1.29 1 .0. 1.4 018pin
fastener2
stud
120 112 107 87 337 0.85 1.13 1.3 1 1 1 0.851-1.4- 0.1881001158933.7 0.99 1 -26 413 Lh>6o 1 1 o.85i 1.s 1 c.18
2. Knurled shank pins shall penetrate the metal framing at least 114 inch. off OGAWA
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 slope) JI .11
4. V. = ultimate design wind speed ............
5. V, = nominal design wind speed E
6. Linear interpolation of building height (s 60 ft) 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,,=1, Kd=0.85, GC,1.4 (N 60), GCp l (h,60) Z
LIMITATIONS OF USE:
1) 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 MiamkDade County Florida, NOA 17-0406.06
C,-r
It,
7
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Product Aonroval Menu > Product or Application Search > Application Lis > Application Detail
FL # FL16544-R3
Application Type Affirmation
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
Florida Engineer or Architect Name who developed the
Evaluation Report
Florida License
Quality Assurance Entity
Quality Assurance Contract Expiration Date
Validated By
Certificate of Independence
Referenced Standard and Year (of Standard)
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
01 Evaluation Report - Harcicopy Received
Luis R. Lomas
PE-62514
Keystone Certifications, Inc.
07/30/2023
Steven M. Urich, PE
El Validation Checklist - Hardcopy Received
FL16544 R3 COI FLCOI.Ddf
Standard Year
ASTM E330 2002
Equivalence of Product Standards
Certified By
Sections from the Code
RI 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 0 No C N/A
https://www.floridabuilding.oro,/pr/p app d I.aspx?param=wGEVXQwtDqvqqu2w%2b... 11/15/2018t
Florida Building Code Online Paae 2 of 2zn
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
S ummary of Products
FL16544 R3 COC FL16544-R3-COMP.r)d
Method I Option D
01/12/2018
01/12/2018
01/14/2018
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 II 08-02198A.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 INSTALLATION INSTRUCTIONS FOR FL16544 R3 AE 512914A.od
DESIGN PRESSURE RATINGS. Created by Independent Third Party: Yes
FEE FZ_-,
Contact Us :: 2601 Blair Stone Road, Tallahas see FL 32399 Phone: $50-487-1824
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 avaflable to the public. To determine if you are a licensee under Chapter 455, F.S., please
click here .
Product Approval Accepts:
5E CM Igg W
L—__J C-=
Credit Card
Safe
https://www.floridabuilding.org/pr/P_app_dtl.aspx?param=wGEVXQvADqvqqu2w`/`2b... 11/15/2018
16 5/8"
4 9/32" 7/8" 4 9/32" 7/8" —
1/2"
3/4"
16" ALUMINUM SOFFIT- SOLID AND VENTED
3105H28ALUMINUM.012" THICK
VENTED VERSION VENTED AREA: 20.25 IN ILINEAR FOOT
DESIGN PRESSURE RATING IMPACTRATING
i54.2PSF NONE
WHEN INSTALLED IN 12"OVERHANG
DESIGN PRESSURE RATING IMPACTRATING
i38.4PSF 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
DIMENSIONS AND MATERIAL GRADE 1 11/13/14 1 R.L.
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—H28.
5. FOR,ANCI-IORING INTO WOOD FRAMING 013 2X BUCK USE 1 3/4" TRIM PAINTED SFAINLESS
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
MANUFACTURER'S INSTALLAFION 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 I (OR GREATER) -
SIGNED: 1211112014
ALPHA ALUMINUM INC. owl Hfow/
1710 PREMIER ROW 0
ORLANDO, FIL 32809 E Nq
016" ALUMINUM SOFFIT
PROFILES AND NOTES TAT OF
OR N' DRAWN: DWG NO. REV
V. L. 08-02198 A
SCALE DATE -[7"EE' NTS 08/05/13 I OF 3 fill;
BILL OF MATERIALS
iTEm NO.:I PARTNUMBERIDES :ACTURER I MATERIAL
I MINUM INC JALUMINUM 3105-1-128
2 IFCHANNEL IALPHA ALUMINUM INC I ALUMINUM 3105-1-128
FRAME BUILDING
BY OTHERS
SEE J, DETAILS
A 8 AND C
SkEET 3
12" OVERHANG
12" OVERHANG INSTALLATION DETAIL
3/4"
1 5/16"
L 1/2"
f
F CHANNEL
3104-H28 ALUMINUM. 012" THICK
FRAME BUILDING
BY OTHERS
SEE SEE J, 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 I APPROVED
DIMENSIONS AND MATERIAL GRADE 1 11/13/14 1 R.L.
FRAME BUILDING
BY OTHERS
EXTERIOR \ X FURRING
SEE _0 TRIP
SEE
DETAILS DETAIL E
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.
1 710 PREMIER ROW
ORLANDO, FL 32809
16" ALUMINUM SOFFIT
INSTALLATION DETAILS
DRAVIN; DWG NO,
V. L. 08-02198
SCALE NTS I DATE 08/05/13 ISHEET2 OF 3
SIGNED: 1211112014
oWllljoo R L 0
1.40 51r
1TAT OF , ZY F
0
0 Dv... RI
A
1 1/4" MIN
EMBEDMENT
1 3/4" TRIM PAINTED SS NAIL
W/l/4" HEAD DIAMETER
LOCATED 24" MAX O.C.
DETAIL A
WOOD FRAMING INSTALLATION
W1 F CHANNEL AND NAILS
3/8" MIN
EDGE DISTANCE
3/4"Xl/4" CROWN STAPLES
LOCATED 24" MAX O.C.
IN DIAMOND PATTERN
WOOD FRAMING INSTALLATION
W1 F CHANNEL AND STAPLES
5,8" MIN
EMBEDMENT
T NAIL OR STUB NAIL
097" DIAMETER
LOCATED 24" MAX O.C.
L-3/8 MIN
EDGE DISTANCE
DETAIL C 2
MASONRYICONCRETE INSTALLATION
WIF CHANNEL AND NAILS -
VUMMiIVU 0 1 Mir HV0 I ALLA I IUIV
24"OVERHANG
3/8"
BETWEEN
STAPLES
1 BETWEEN
STAPLES
DETAIL F
STAPLE DIAMOND PATTERN
1 3/4" TRIM PAINTED SS NAIL
W/l/4" HEAD DIAMETER
1) PER PANEL
3/4"Xl/4" CROWN STAPLE
1) PER PANEL
REVISIONS
DESCRIPTION kTE -111,IED
DIMENSIONS AND MATERIAL GRADE 1 1/13/14 1 R.L.
FASCIA
TRIM
1 "
MIN
EMBEDMENT
I
3/4"Xl/4" CROWN STAPLE
OR 3/8"X3/8" STAPLE
LOCATE (1) AF EACH GROOVE
1/4" FASCIA LIP -' 1 3/4" TRIM PAINTED SS NAIL
3/8" MIN W/l/4" HEAD DIAMETER
EDGE DISTANCE LOCATED 24" MAX O.C.
DETAIL E
WOOD FRAMING INSTALLATION
FASCIA SIDE
ALPHA ALUMINUM INC.
1710 PREMIER ROW
ORLANDO, FIL 32809
16" ALUMINUM SOFFIT
INSTALLATION DETAILS
DRAWN: DWG NO.
V. L. 08-02198
77 T E 08/05/13 ISHEET3 OF 3
SIGNED: 1211112014
0
E N
A4o 96V
TAT OF
EV
A ONAI-
Florida Building Code Online Page I of')
BCIS Home ! Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map 1 Links Search
Product Approval
USER: Public User
Product Approval Menu > Product or Application Search > Application Lis > Application Detail
FL # FL7006-RIO
Application Type Revision
Code Version 2017
Application Status Approved
Approved by DBPR. Approvals by DBPR shall be reviewed and ratified
by the POC and/or the Commission if necessary.
Comments
Archived
Product Manufacturer IKO Industries, Ltd
Address/Phone/Email 40 Hansen Road South
Brampton, NON -US L6W 3H4
708) 496-2800 Ext 200
rmetzOOI@tampabay.rr.com
Authorized Signature Robert Metz
rmetzOOI@tampabay.rr.com
Technical Representative Bob Metz
Address/Phone/Email REMCO of Pinellas
456 Avila Circle NE
Saint Petersburg, FL 33703
727) 776-5261
rmetzOO1@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 r/pr app dtl.aspx?param=wGEVXQwtDqse7mYBd2b'K... 2/6/2018IZI/P -1
Florida Building Code Online Page 2 of 3)
Product Approval Method Method 1 Option A
Date Submitted 10/08/2017
Date Validated 10/30/2017
Date Pending FBC Approval
Date Approved 11/01/2017
Summary of Products
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 RIO C CAC Letter - ASTM D3161 letter - (9-26-
2017) from FM.r)dfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL7006 RIO C CAC Letter - ASTM D3462 letter - (9-26-
2017).pdDesignPressure: N/A
Other: FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26-
2017)j)d
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 R10 II IKO-187-02-01 Letter - Installation
Instructions for FBC FL7006.Qd
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 R10 C CAC ASTM D 3462 - Shingle lette
Surveillance Audit Location - (6-28-2017).pdfApprovedforuseoutsideHVHZ: 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).i)d
FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26-
2017).Pd
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 R10 11 Hip and Ridge Cap Shingle Installation
Instructions.pd
FL7006 R10 11 IKO-187-02-01 Letter - Installation
Instructions for FBC FL7006.pd
Verified By: Duc T Nguyen PE 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
7006.3 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 FL7006 RIO C CAC Letter - ASTM D3161 letter - (9-26
2017) from FM.pdApprovedforuseoutsideHVHZ: 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
2017).Dd
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 R10 II IKO-187-02-01 Letter - Installation
Instructions for FBC FL7006j)d
FL7006 R10 II Roofi na7Products- Lead i ng-Edge-Plus
Aipplication-ENOM)df
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/pr_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 R10 C CAC Letter - ASTM D3161 letter - (9-26-
2017) from FM.Ddf
FL7006 RIO C CAC Letter - ASTM D3462 letter - (9-26-
2017).Pd
FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26
2017).Dd
Quality Assurance Contract Expiration Date
12/20/2020
Installation Instructions
FL7006 R10 II IKO-187-02-01 Letter - Installation
Instructions for FBC FL7006.od
Verified By: Duc T Nguyen 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
Contact Us :: 2§Q1 131slir Stone Road. Tallahassee FL 32399 Phone, 850-467-182
The State of Florida is an AA/EE-O 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
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 r] W-1 KE M
https://www.floridabuilding.org/pr/pr—app_dtl.aspx?param=wGEVXQwtDqse7mYBd2b3K... 2/6/2018
M IA, 1010, UTI TOM NO INIPFANNA R
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 SI 7ingles Application Instructions
EN -Laminated — Appins 8TTEFS-2012-04 reformatted 2013-02-revO7/13-Florida)
3) IKO,Hip and Ridge 12,pplication Instructi—ons
EN-H ipan d Ridge 1 2-3H RTri-201 3-08—reformatted 2013-08)
4) IKO Leading Edge Plus Shingle Application Instructions
EN-3LEP-Tri-2012-06—reformatted 2013-03)
5) ASTM D3161 Test Report (FM Approvals Project No. 3040947)
The attached instructions should be used in conjunction with the published manufacturer's application
instructions and applicable code. In the event the instructions conflict, these instructions shall govern.
Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not
have nor plan to acquire a financial interest in any company manufacturing or distributing products for which
the test reports are issued.
Signed:
Brad Grzyboylski I
Manag.ing 136rector
Signed:
Duc T.,Nduyen
Florida . . . . . ..... ere Professional Engineer
P.E. Number: 65034
Date: 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
KO-1 87-02-01
October 27, 2017
PRI Construction Materials Technologies, LLC. 6412 Badger Ddve Tampa, FL 33610 Tel: 813-621-57T7 Fax: 813-621-5840 e-mail: matedaistesting@pricmt.Gom WebSite: http:/Awww.pricmt,com
i
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 " per foot (60') or more, use 6 nails per shingle placed
as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each
shingle at time of application with three 1 " diameter (approx. size and thickness of a quarter) spots of asphalt
plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle.
Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles
should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the
heat of direct sunlight.
EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8".
STEEPSLOPES
t
SEAUNG STRIP
6-118- A 112"
NAILS NAILS
DO NOT NAIL INTO OR ABOVE T+4E SEALING STPJP
PRI Construction Materials Technologies, 1-I-C. 6412 Badger Ddve Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: matedalstesfing@pricmtcom WebSite: hftp:/Auww.pdcmtcom
IKO
Installation Instructions for
Asphalt Shingles
Page 3 of 5
IKO Laminated Shingles Application Instructions
ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC.
UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is
less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code
requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping
each preceding course by 19" or other Approved underlayments in accordance with the qualified application
instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of
underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top
of any underlay along rake edges and directly to the deck along eaves in accordance with building code
requirements.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long
enough to penetrate through plywood or 3/4" into boards. Use4 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" 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 5-7/8".
6 &
NAIL LINE
NAILING - STEEP SLOPES APPLICAT'llON
Use six nails as &ho vn.
CEMENT
PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE
PRI Construdon Matedals Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: matehalstesting@pricmt.com WebSite: hUp:/A~.pricmt.com
IKO
Installation Instructions for
Asphalt Shingles
Page 4 of 5
IKO Hip and Ridge 12 Application Instructions
ASTM D3161, Class F — IKO Hip and Ridge 12)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
Cut hip and ridge shingles into thirds, using.the perforation marks as a cutting guide. These shingles are
designed for a 5 1/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has
been factory trimmed on a 1 " (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5
5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm).
Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge
pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end
opposite to the prevailing wind direction and continue to the other end. Note: To obtain 8 three-dimensional
effect, (which is recommended, but not required), apply hip and ridge shingles double thickness bystacking 2
pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see
diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be
covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for
easier bending.
NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEYARE DESIGNED FOR 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 POOR APPLICATION OR FAILURE TO
PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER
VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW
ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR
TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS.
c,5
TAPER CUT
PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: matedalstestng@pricmt.com WebSite: http:/twww.pdcmt.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 therobf. The shingle-sh ould-overha ' ng
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 lie's flush with the edges of the fastened IKO Leading Edge Plus. In this way,
the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and
help keep them from lifting in high winds.
PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: mate alstesting@pricmt.com WebSite: http:/Iwww.pdcmt.com
Florida Buildinc, Code Online Page I of 21=
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
InterWrap, Inc.
32923 Mission Way
Mission, NON -US 00000
551) 574-2939
mtupas@interwrap.com
Eduardo Lozano
elozano@interwrap.com
Eduardo Lozano
32923 Mission Way
Mission, NON -US 00000
778) 945-2891
elozano@interwrap.com
Roofing
Underlayments
Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
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 John W. Knezevich, PE
LW! Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
FL15216 R3 COI 2017 01 COI Nieminenj)d
Standard
ASTM D1970 (tear)
ASTM D226 (physicals)
Year
2015
2009
https:llv,,N.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqv'DyVVKJZ IQ... 2/6/2018
Florida Building Code Online 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 # 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.DdApprovedforuseoutsideHVHZ: 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 FL15216z
R3.pd
Created by Independent Third Party: Yes
H- E F i7-t
Contact U :: 2601 Blair Store 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 Statement
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
ction 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 WA F90151 Ei 0
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqv3yVVKJZIQ... 2/6/2018
ERDTRINIIT `
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: (2013) 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 6" Edition (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:
x--
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. Trinity I 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 TrinityJERD 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.
TRINITY' 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, T1S07.1.1 Unrolling, Breaking Strength, Pliability ASTIVI D226 2009
1507.1.1 Tear Strength ASTM D1970 2015
3. REFERENCES:
n 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 (TSTS878) ASTIVI D1970; Tear strength OCF-330-02-02 10/03/2017
ITS (QUA16.73) 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:
1:- COVER, ROOF; -OPT ONS
Asphalt Wood Shakes Slate or
Underlayment Shingles Nail -On Tile Foam -On Tile Metal Shingles Simulated Slate
RhinoRoof U20 Yes W "N N" An yies y I : NoU
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 140SIO.02.12-R3
Certificate of Authorization #9503 6T' EDITION (2017) FBC NON-HVHZ EVALUATION FL15216-R3
RhinoRoof Underlayments Revision 3: 10/10/2017
Page 2 of 3
6. INSTALLATION:
6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation
instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below.
6.2 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to
remove any dust and debris prior to application.
6.3.1 Shall be installed in compliance with the requirements for ASTM D226, Type I or 11 underlayment in FBC
Table 1507.1.1 for the type of prepared roof covering to be installed, taking into account the wider sheet -
width for double -layer applications.
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 resistant 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 Layer; 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 Layer; 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-R3
Certificate ofAuthorization #9503 6T' EDITION (2017) FBC NON-HVHZ EVALUATION FLIS216-R3
RhinoRoof Underlayments Revision 3: 10/10/2017
Page 3 of 3
UlkV, 1
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 isto 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.
J Y!V 6 L
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 may vary 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.
InterWrap' Roofing Products Division
Charleston, SC - Vancouver, BC e Mission, BC - Montr6al, QC
Web: vr\,vw.InterWrap.com/roofin9 E-mail: info@interwrap.com
Toll Free: 888 713 7663 Tel: 778 945 2888 @
Florida Building Code Online Page I of 2
R—
BCIS Home Log In user Registration Hot Topics i Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search
ciiProduct Approval
USER: Public User
Product Approval Menu > Product or Application Sf;arch > Application Lis > Application Detail
r
FL # FL16994-RS
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer Southeastern Metals Mfg. Co.
Address/Phone/Email 11801 Industry Drive
Jacksonville, FL 32218
904) 696-4682
jhkelsey@semetals.com
Authorized Signature Jeremy Kelsey
jhkelsey@semetals.com.
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
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
70 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
17 Validation Checklist - Hardcopy Received
Certificate of Independence FL16994 R5 COI SEM14001.5a 2017 FBC Eva[ Report Off -Ridge Ven
final.pd
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
1503.5
1709.2
Product Approval Method Method 2 Option B
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ-,A7tDqvBwYu9TrZN... 2/6/2018
Florida Building Code Online Paae 2 of 2
In
Date Submitted 09/26/2017
Date Validated 10/10/2017
Date Pending FBC Approval 10/15/2017
Date Approved 12/12/2017
r"._M- f P-1l."t.
7
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 11 SEM14001.5a 2017 FBC Eval Report Off -
Ridoe Vent final,ndApprovedforuseoutsideHVHZ: 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 Eval Report Off-
RAge Vent fjnaL.p.f
1 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 Eval Report Tile
Roof Vent final. odf
Created by Independent Third Party: Yes
F.—. _vk IF, e_.t
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
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:
M = F01A P 0
F "
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQNA,tDqvBwYu9TrZN... 2/6/2018
ZOO i0i4A"'__
EVALUATION REPORT
Certificate of Authorization No. 29824
17520 Edinburgh Dr
Tampa, FL 33647
813) 480-3421
FLORIDA BUILDING CODE, 6" 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 ILLC (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
Entity Report No. Standard Year
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 ASTIM 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 I 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.
Off Ridge Vent
TECHNICAL SERVICES, LLC
PRODUCT APPLICATION
Deck Type: Minimum 7/16-inch APA span rated OSB sheathing or 15132-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 212
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 ASTIA D 4586 or ASTM 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 sheathing. 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) SEMCO 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 submifted by the named manufacturer.
E NG 2017.10.10
No 74021 10:29:43Ih--Z
Z -04'00' STATE OF IJJ
0%
0 R Zachary R. Priest, P.E.
4 Florida Registration No. 740210NA - Organization No. ANE9641
t"'
1111111111111t
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.
MIAM102ADE
DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER)
BOARD -AND CODE ADMINISTRATION DINISION
NOTICE OF ACCEPTANCE (NOA
Southeastern Metals Manufacturing Company, Inc.
11801 Industry Drive
Jacksonville, FL 32218
SCOPE:
MIAMI-DADE COUNTY
PRODUCT CONTROL SECTION
118 05 S W 26 Street, Room 208
Miami, Florida 33175-2474
T (786)315-2590 F (786) 315-2599
wwv;,.niiamidade.2oNT/econont-,7
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). I
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 thatthis 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 CodeZ> 1_
including.the High Velocity Hurricane Zone of the Florida Building Code.
DESCRIPTION: Weather Vent
LABELING: Each unit shall bear a permanent label with the manufacturer's narne 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 sectionZ>
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' ).01 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 3
ROOFING ASSEMBLY APPROVAL
Category: Roofing25
Sub -Category: Ventilation
Material: Steel
Minimum Slope: 2:12
TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED By APPLICANT:
Manufactured bv Test Product
Applicant Dimensions Specifications Description
Weather Vent Vent: 4- 1/21' 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 A2ency Test Identifier Test Name/Report
PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02-01
ICC-ES AC 13 2 SEM-027-02-01
APPROVED APPLICATIONS:
Deck Type: Wood
Deck Description: 15 /
32" or greater plywood or wood plank
System Type A: Mechanical attachment of vent for shingle roofs
Date
08/14/03
01/07/14
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 roofing
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
Page 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 heights greater than 33 feet.
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 logo, city, state, and following statement: "Miami -Dade County ProductInC,
Control Approved" or the Miami -Dade County Product Control Seal as shown below:
DRAWINGS
0
ROOF FLANGE NAIL PLACEMENT
a
0 0 0
END OF THIS ACCEPTANCE
NOA No.: 13-0814.08
Expiration Date: 04/15/19
Approval Date: 01/23/14
Page 3 of 3
Grant Maloy, Clerk Of The Circuit Court & Comptroller Seminole County, FIL
Inst #2019009815 Book:9289 Page:777; (1 PAGES) RCD: 1/28/2019 3:37:18 PM
REC FEE $10.00
THIS INSTRUMENT PREPARED BY:
Name: Ali Suarez
Address.. 5200 Vineland Road Suite 200'Orlando, Florida 32811
NOTICE OF COMMENCEMENT
Permit Number 2&- 11 y - oc 'A SS1
Parcel ID Number: 17-20-31-502-0000-1960
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 196 Wyndham Preserve Plat Book 81 / Pages 93-102: 3957 Night Heron Or, Sanford, FL 32773
2. GENERAL DESCRIPTION OF IMPROVEMENT:
Construction of a new single family residence
3. 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 FIL 32811
Interest in property: Fee Simple
15Foe Simple Title Holder (if other than owner listed above) Name- 1 .
I——
CONTRACTOR: Name: Park Square Homes Phone Number 407-529-3000
Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811
0"DC-ry /is 11—ki. -0 of the a ant bond is attac dl: w.m.- N/A
V11 I Ily r j ..
ArIfIrpqq, N/A
6. LENDER: Name: Fifth Third Bank Phone Number.
Address: 5050 Kingsley Dr. IVID: I MOC3J Cincinnati, OH 45227
1
Amount of Bond: N/A
7. Persons within the State of Florida Designated by Owner upon whom notice or other documents maybe served as provided by Section
713.13(l)(a)7., Florida Statutes.
NIMA, Phone Number
8. In addition, Owner designates
to receive a copy of the Lienor's Notice as provided in Section 713.13(i)(b), Flodda Statutes. Phone number.
9. Expiration Date of Notice of Commencement (The expiration is I year from date of recording unless a different date is spedfied)
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.
A" , , of 0 er 0 , or ers or Lessee's
Au(hodzed c 0 Rartner/Manager)
Vishaal Gupta, Execulfive Vice President
Pdnt Nam and Pro -Ado Signatorys TRWOtko)
State of FlaidcL County of
The foregoing instru nt was acknowledged before m a this day of
by_ yrs)r) 6upj= . Who Is personally known to me VOR
Name of person making statement
who has produced Identification El type of Identification produced:
SEADRINNE M1 :DONOGHUE
9NotaryPublic - State of Florida
n # G 170872commission # (3
P"e 8 , 0MyComm. Expires Feb 8. 2022
U11 ", M", 0 V E R 3 A L
SCjLENGUNEERING ENCES
Consultants In: Geotechnical Engineering * Environmental Sciences
Geophysical Services - Construction MaterialsTesting - Threshold Inspection
Building Inspection - Plan Review - Builcling C6cle Administration
3532 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 - F: 407.423.3106
In -Place Densily Test ReRo
roject No:
Worko'rder No:
Report Date:
0110.1700817.0000
9433040-2
2/5/2019
Client: Park Square Homes
U-E-S lechnician: DiJon Davis
5200 Vineland Road Suite 200 0",
Orlando, FL 32811 q
F 00 xt2 - Qate Tested: 02/05/2019
I
VA
Project: Wyndham Preserve, House 1-8Mang
East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773
Area Tested: Lot 196-3957 Ni.qht Heron Dr Twe of Test:
Native Field: ASTM D-2937 Drive Cylinder Method
Reference Datum: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor
The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density.
Test
No. Location of Test Range
Ma)(imumC)ptimum
Density
pcf)
Moisture
Field Dry
Density
Pcf)
Field
Moisture
oil
Compaction
Native
Depth
inch)
Pass
or Fail
6 West proposed footer 0-1 ft 106.8 10.6 101.3 5.5 95 N/A Pas:
7 North Proposed footer 1-2 ft 106.8 10.6 105.7 6.0. 99 N/A Pas!
8 East Proposed footing 1-2 ft 106.8 10.6 104.2 7.2 98 N/A Pas!
9 SE corner of pad(TOF) 1-2 ft 106.8 10.6 106.9 8.1 100 N/A Pas!
10
1 SE corner of pad(TOF) 2-3 ft 106.8
1
10.6
1
103.6
1
8.5
1
97
1
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 'U-4, M. 0,.h K, 11 - - I
P&X^ 17- --44 9 - 6 7 7
DESCRITITION AS FURNISHED: Lot 196, WYNDHAM PRESERVE, as recorded in Plat Book 81, Poges 93
thr,xigh 10" of the Public Records of Seminole County, Florida.
BOUNDARY FORICERTIFIED TO: Park Square Enterprises, LLC (a I)eloware Corporation);
Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Titie
Insurance Fund; Bank of America
LOT 204 LOT 203
LOT 202
S 00*1657" E
60. 00'
LOT 196
34.47' 34.47'
16.7'
15.67'
12. 0
ol
LOT 195 C) 60FORMBOARD LOT 197
FOUNDATION
0 TOF-TOP OF (73
FORM CO
FORM AVERAGE
23.57'
9.3"
15.67'
3,
15.67'
37.20'
25.20' 25.20'
10' UTIL. ESMT. [
S 00*1657" E (B-8)
60.00'
SITBA(KS AS FURNISHED
FPONT - 25'(')
REAR :- 20' NIGHT HERON DRIVES!!)E 5' (40' LOT)
7.5' (6o' LOT) 50' PRIVATE ROAD)
10' (75' LOT)
S E STREET 25' (60' & 75' LOT)
15' (40- LOT)
25' FRON SETBACK CAN BE REDUCED
TO 20' ON CERTAIN LOTS, NO MORE THAN
2) IN SUCCESSION AT 20' AND A MINIMUM
OF (2) IN SUCCESSION AT 25'
PRalOSED = FINSHED SPOT GRADE ELEVATIONS
PER DRAWAGE PLANS
I EDPOPOS DRAINAGE FLOW '0`05
LGT 3RAJING TYPE A
PRO10510 FF. PER PLANS = 23.3'
C,WYSF,jVAf=-R-SC0TT & ASSOC, IzVC - -1-112VD SVRVEj11'0RS
I IMILT ON L- 5400 E. COLONIAL DR. ORLANDO, FL. 3280 7 (407)-277-3232 FAX (407 -658-1436
1 P P
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PRD WRVEYDR5 AND V il W-17 FLOR104 ADMINWRARVr CODE PURSLUNT TO C 171.117, FLOMN ST-ES2. UNLESS OWOoSSED ,,,,TURE AND OMMU, -,D SM TRS U, Mpj NOT V_D
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3. MIS SURVEY WAS PRE)IMED FROM ME INFORiAnCH FURMSPED TO TkE SUM71OR, YH r WY a MR MI, MEOTHEsM Is
GOO &DM T Cr TMS PROPV- T OF P- REFERENCE T
FLOOR _,.PW 4. N UND&VROUND IMPROMUENM MVE EDEN LMTED U, DINI S-WN.
T-wly
S' MIS SURVEY IS RREPARM FOR ME U E- OF 05-r — TO MD NOT OF -0 UPON -,- -
5- WENSMS SHO*N FOR THE LOCA71M OF IMPROVEUENM HaTON HOULO MY RE USED TO RECONSTRVU 36UNo-LiNES. E.SZ.E1.1 WE 1
E REMINGS, ASSU.ED w- AND ON E L,NE S,.- &, WE .LNG (U
ITIL TI VIMYS, IF SMM, ARE EOSED ON HAVDIAL GEDOETC MMCAL DATUM OF 1929, UNLESS OMERV SE No
1N --D- 9, CDI TE OF Al"MQ TOI M*, #Sl
W. TE 1-
T .1 . -ME
P.T. O v T-K,
SCALE ---- 1' 20'--
R-11TIO11
R
CERITRED BY N..
LD ELT
PLOT PLAN 11-05-018 7,359- r
C--1 FORMBOARD FOUNDATIONIFLEVS. 00-00-0,I) 8C,1-19
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NORTH
T,IS 9.11DING\11ROPERTY DOES NOT UE WHIN
AE E WUSHEO 100 WAR FLOOD PLANE AS PER 'FIRM- 40!SUS0ENM ER R). 4714
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