HomeMy WebLinkAbout3873 Night Heron Dr 18-4524 NEW SFHCITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION4N10
Application No:
Documented Construction Value: $ >40 360(,3$4. (-'s
Job Address: 3873 Night Heron Drive, Sanford, FL
Parcel ID: 17-20-31-502-0000-2040
Type of Work: New Z Addition 11 Alteration 11
Description of Work: Construction of new sinc
Historic District: Yes 0 No 0
ResidentialFXI Commercial R
RepairEl DemoEl Change of UseEl MoveEl
le farni1v residence
Plan Review Contact Person: Michelle Parkison Title: Permitting Manager
Phone: 407-529-3135 -Fax: Email:rnpar isonaparksquarehomes.com
Property Owner Information
Name Phone:
Street: Resident of property? : No
City, State Zip:
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 itect/Engi neer Information
Arch. / MJS Home Designs Arch. 407-629-6711
Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606
Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789
Street: Enq./ PO Box 530783, Deba[y FL 32753 - Fax:
City, St, Zip: E-mail:
Bonding Company: Mortgage Lender:
Address: Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction
in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5' Edition (2014) Florida Building Code
Revised: June 30,2015 bu 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.
Signature ofOvvne/Agent Date
Vishaal Gupta,
Print 0 vnerZ*aent;s Name
18
Signat of a
MICHELLE PARKISON
MWNotary
Public - State of Florida
Comrnission # GG 157861
11 My Comm. Expires Nov 5, 2021
Bonded through Naliori fl Nolwy Assn.
Owner/Agent-i-s' Personally Known to Me or
Produced ID Type of ID
zo 1i - 13. 18
Signature fContractor/Agent Date
Vishaal Gupta —
Print ContractorjA—gent's N
ON
N 0
MICHELLE PARKI.
Notafy Public- State of Floridu
CCOmmission # GG 1578611
M M y Comin. Expires Nov 5, 2021
Bondwl throujh NiAonol Nolory As fi
Contractor/Agent is —1w1Per%s4o4nwa
Produced ID _ Type of ID
BELOW IS FOR OFFICE USE ONLY
11, 1,3. /B
Date
Known to Me or
Permits Required: Buildingg Electricala Mechanical [r PlumbingP9 Gas[] Roof[]
Construction Type: 14& Occupancy Use:
Total Sq Ft of Bldg: 32t Min. Occupancy Load:
New Construction: Electric - # of Amps 2-,6'0
Fire Sprinkler Permit: Yes FI No r--'r # of HeadsW-1
APPROVALS: ZONING: 12, 1A. IS UTILITIES:
COMMENTS
ENGINEERING: "-vc ('2-5-18 FIRE:
Ok to construct single family home:
with setbacks and impervious area
shown on plan. .5ajr1v!j-A, I
0arlie. Asq4, 57/, 5-3 ' /jy .
Flood Zone:
of Stories: ?—
Plumbing - # of Fixtures
Fire Alarm Permit: Yes[] No2
WASTE WATER:
BUILDING: q-- 1- 14 - (q
Revised: June 30, 2015 Permit Application
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: A? - /V
Documented Construction Value: $ 162,650
Job Address: 3873 Night Heron Drive, Sanford, FL Historic District: Yes D No KZ
Parcel ID: 17-20-31-502-0000-2040 Residential R commercial F1
Type of Work: New FX1 Addition El Alteration 11 Repair El Demo El Change of Use El 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: mparkisoneparksguarehomes.com
Property Owner Information
Phone:
Resi dent of property? No
Contractor Information
Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000
Street: 5200 Vineland Rd Suite 200 Fax. 407-529-3001
City, State Zip: Orlando, FL 32811 State License No.: CRC1330351
Arch. / MJS Home Designs Arch itect/Eng i neer Information Arch. 407-629-6711
Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606
Arch./ 250 N. Wymore 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: 511 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.
S -IS jd 11 - 13- 1B
Signainre of Owne gent Date ignature of Contractor/Agent Date
Vishaal Gupta Vishaal Gupta_
Print 0 er en s Name Print Contracto - nt's Nam
18
nkq Z we-, af FJ fig Date
MICHELLE PARKISON MICHELLE PARKISON
a 0 1 ida] 0 1NotaryPublic - State of Florida Notary Public- Slate of F1 rid;
C 1 1 4: OMMISSIO -G 157861Commission # GG 157861 C i#C
s 'v, 1MyComm. Expires Nov 5, 2021 My Coninn. Expires Nov 5, 2021
Bonded through Natjona Notary&sn Bonded through National Notary Assn.
Owner/Agent i7s' Personally Known to Me or Contractor/Agen is er ona y Known to Me or
Produced ID Type of ID Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building[] ElectricalE] Mechanical[] Plumbing[] Gas[] Roof[]
Construction Type: Occupancy Use:
Total Sq Ft of Bldg: Nfin. Occupancy Load:
New Construction: Electric - # of Amps
Fire Sprinkler Permit: YesF] NoF] # of Heads
APPROVALS: ZONING:
ENGINEERING:
CONEVIENTS:
Flood Zone:
of Stories:
Plumbing - # of Fixtures
Fire Alarm Permit: Yes [] No []
UTILITIES: WASTE WATER:
I "I BUILDING:
Revised: June 30,2015 Permit Application
Flood Zone Determination Request Form
Name: Daphne Clark Firm: Park Square Homes
Address: 5200 Vineland Road, Suite 200
City: Orlando State: FL Zip Code: 32811
Phone: 407-257-6940 Fax: Email: parksquare@permitspermitspermits.com
Property Address: 3873 Night Heron Drive
Property Owner: Park Square Enterprises, LLC
Parcel identification Number: 17-20-31-502-0000-2040
Phone Number: 407-529-3000 Email:
The reason for the flood plain determination is:
FO-1 New structure EJ Existing Structure (pre-2007 FIRM adoption)
F-1 Expansion/Addition 0 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)
Q A M N e """c d",Q5": 1, -b&
jm
Flood Zone: X Base Flood Elevation: N/A Datum: N/A
FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007
The referenced Flood Insurance Rate Map indicates the following:
F-1 The parcel is in the: 0 floodplain Ofloodway
F-1 A portion of the parcel is in the: 0 floodplain 0 floodway
FE-1 The parcel is not in the: W floodplain E] floodway
0 The structure is in the: 0 floodplain 0 floodway
El The structure is not in the: E] floodplain 0 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# 18-4524
Reviewed by: Michael Cash, CFM Date: December 5, 2018
Application for Paved Driveway, Sidewalk or
V, *a " ., I Walkway Including Right -of -Way Use & 0t,0RL0 1 04 ; ; M In t% 9 1A1
v* —
1877— C1 " -i %. C1 1i " U " U L-V 42Y
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:-3b-13 t L%V-Tv
2. Proposed Activity: FX_1 Driveway F]Walkway F—] Other:
3. Schedule of Work: Start Date Completion Date
4. Brief Description of Work: Construction of new driveway for new single family residence
This application is submitted by:
Property Owner
Signature: _ JAi
Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811
Phone: (407) 529-3135
Print Name: Vishaal Gupta
DEmergency Repairs
Fax:
I
Email: mparkison@parksquarehomes.com Date: 11 - 116-18
Maintenance Responsibilities/indemnification
The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This
shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization,
remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways,
utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall
remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does
not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous
condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the
Requestor's property to recover costs of restoration.
To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ-
ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct,
indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of
defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or
connected with the use of the City's right-of-way.
I have read and understand the above statement and by signing this application I agree to its terms.
Signature: Date:
This permit shall be posted on the site during construction.
Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection.
Pre -pour Inspection by: Date:
Application No:
Reviewed:
Public Works
Official Use Only
Fee:
Utilities
Approved:
Engineering
Site Inspected by:
Special Permit Conditions:
Date:
Date:
Date:
Date: I Z -5 —LO(8—
Date:
November 2015 ROW Use Driveway. pdf
LIMITED POWER OF ATTORNEY
Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford,
Seminole County, Winter Springs
Date: \\ - V)- 18
I hereby name and appoint
an agent of -
David Mercer
Park Square Homes
Name of Company)
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):
0 The specific permit and application for work located at:
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 13 day of t,o 5
2W- Le), by Vishaal Gupta who is Xpersonally known
to me or o who has produced as
identification and who did (did not) take an th.
LL
ignaore
Notary Seal)
MN41CHELLE PARKISON
Notary Public — State of Florida
COM.,nission # GG 157861
y Comm. Expires No, 5, 2021M
130n&d 1hrough NR110ndl Notary Assn
Rev. 08.12)
Print or type name
Notary Public - State of
Commission No. G,(2 \ ES &-o I
My Commission Expires: kk - 6 -aOG-1
Grant Maloy, Clerk Of The Circuit Court & Comptroller Seminole County, FL
Inst #2018139586 Book:9264 Page:968; (1 PAGES) RCD: 12/11/2018 2:45:05 PM
REC FEE $10.00
THIS INSTRUMENT PREPARED BY:
Name: Michelle Parkison
Address: 5200 Vineland Road Suite 200 Orlando,, Florida 32811—
NOTICE OF COMIRWANENCEIRWARENT
PermitNumber:
Parcel ID Number: 17-20w3j-502-0000-204
1 -
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 204 - Wyndham Preserve Plat Book 81 / Pages 93-102 / 3873 Night Heron Drive, Sanford, FL
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 FL 32811
Interest in,property: Fee Simple
Fee Simple Title Holder (if other than owner listed above)
4. CONTRACTOR: Name: Park Square Homes Phone Numben 407-529-3000
Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811
5. SURETY (If applicable, a copy of the payment bond Is attached): Name. N/A
Address: N/A Amount of Bond: N/A
6. LENDER: Name: Fifth Third Bank Phone Number
Address: 5050 Kingsley Dr. MD: 1 MOC3J Cincinnati, OH 45227
7. - Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section
713.13(l)(a)7., Florida Statutes.
Name: Phone Number.
8. In addition, Owner designates
to receive a copy of the Lienor's Notice as provided In Section 713.13(l Xb), Florida Statutes. Phone number.
9. Expiration Date of Notice of Commencement (The expiration is I year from date of recording unless a different date is specified)
WARNING TO OWNER ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE
CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE
JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY.
BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT.
lij. )1"
Signaturg of 04vner or Less Lesse-eir
Auth.dzed Officer/Dire 0r4-5 -T.
Vishaal Gupta, Execubve Vice President
Pdnt Name and Provide Signatory's 7111e/Office)
State of V \Q V:% C\C>— County of
The foregoing Instrument was acknowledged before me this day of
t by W ersonal me 0 OR
person me ng amen
who has produced Identification 0 type of Identification produced:
2
1 % %
PrF201011W-
N-
MICHELLE PARKISCIN0
t 'y Pu _ eo IarYPublic
y
S State of Florida
n # (3G 1 57861
Xpires Nov 5 , 2021
a'.0 'y
orri'szMiCOMIrlissiOn # GG 157861 Nbtaly Signature
M omm Expires Nov 5, 2021yC
ba ouondedfluough Nawnai NowyAssn.
It
COUNTY OF SEMINOLE
IMPACT FEE STATEMENT
STATEMENT NUMBER: 18100008
BUILDING APPLICATION #: 18-10000895
BUILDING PERMIT NUMBER: 18-10000895
DATE: November 14, 2018
UNIT ADDRESS: NIGHT HERON DRIVE 3873 17-20-31-502-0000-2040
TRAFFIC ZONE:022 JURISDICTION:
SEC: TWP: RNG: SUF:
SUBDIVISION:
PLAT BOOK: PLAT BOOK PAGE:
PARCEL:
BLOCK:
TRACT:
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: 3873 NIGHT HERON DRIVE / WYNDHAM
PRESERVE / SFR
FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE
TYPE DIST SCHED RATE UNITS TYPE
ROADS-ARTERIALS CO -WIDE ORD
Single Famil Housing 705.00 1.000 dwl unit 705.00
ROADS-COLLECTas Nl'
SinaleCFamily Housing .00 1.000 dwl unit 00
FIRE ES UE N/A
00
LIBRARY CO -WIDE ORD
SinZle Family HousiWn 54.00YDE 1.000 dwl unit 54.00
SCHOO S CO_ ORD
Single Family Housing 9,000.00 1.000 dwl unit 9,000.00
PARKS N/A
00
LAW ENFORCE N/A
00
DRAINAGE N/A
00
AMOUNT DUE 9,759.00
PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE
SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL
ISSUANCE OF A BUILDING PERMIT.
PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER,
TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES
MUST BE EXERCISED BY FILING A WRITTEN 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
RECORD COPY
FORM R405-2017
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
LUIA/0
Proi ect Name: Lot 204 Sebrin A RHG - E Builder Name: Park Square Homes
Street: 3873 Nigh Heron Dr. Permit Office: City of Sanford
City, State, Zip: Sanford , FL , Permit Number:
1510
8 - 4 5 2 SANFoRLID4UOwner: Park Square Homes - Florida Series Jurisdiction:
0
Design Location: FL, Orlando County: Seminole (Florida Climate Zone 2 , PAR _V,
1 . New construction or existing New (From Plans) 9. Wall Types (2650.3 sqft.) Insulation Area
2. Single family or multiple family Single-family
a. Frame - Wood, Exterior R=1 1.0 1399.70 ft2
b. Concrete Block - Int Insul, Exterior R=4.1 1250.70 ft2
3. Number of units, if multiple family 1 c. N/A R= ft2
4. Number of Bedrooms 4 d. N/A R= ft2
10. Ceiling Types (1975.0 sqft.) Insulation Area
5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1975.00 ft2
6. Conditioned floor area above grade (ft2) 2410 b. N/A R= ft2
Conditioned floor area below grade (ft2) 0
c. N/A R= ft2
11. Ducts R ft2
7. Windows(246.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 482
a. U-Factor: Dbl, U=0.55 150.00 ft2
SHGC: SHGC=0.22
b. U-Factor: Dbl, U=0.58 48.00 ft2 12. Cooling systems kBtu/hr Efficiency
SHGC: SHGC=0.25
a. Central Unit 47.0 SEER:16.00
c. U-Factor: Dbl, U=0.54 48.00jt2
SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency
d. U-Factor: N/A ft2 a. Electric Heat Pump 45.5 HSPF:9.00
SHGC:
Area Weighted Average Overhang Depth: 4.046 ft.
Area Weighted Average SHGC: 0.232 14. Hot water systems
a. Electric Cap: 50 gallons
8. FloorTypes (2410.0 sqft.) Insulation Area EF: 0.900
a. Slab -On -Grade Edge Insulation R=0.0 1588.00 ft2 b. Conservation features
b. Floor Over Other Space R=0.0 435.00 ft2 None
c. other (see details) R= 387.00 ft2 15. Credits Pstat
Glass/Floor Area: 0.102
Total Proposed Modified Loads: 67.70 PASSTotalBaselineLoads: 72.39
I hereby certify that the plans and specifications covered by Review of the plans and r0iE Sz,
this calculation are in compliance with the Florida Energy specifications covered by this
Code. Digitally signed by Rafael calculation indicates compliance
Rafael lzquierdo Lquierdo with the Florida Energy Code.
Date: 2018.10.18 17:04:56 -0,1`00'
PREPARED BY: Before construction is completed
DATE: this building will be inspected for
compliance with Section 553.908
10111
I hereby certify that this build' as desi ned, is in compliance Florida Statutes.
with the Florida Energy WE
OWNER/AGE 0- BUILDING OFFICIAL:
DATE: U- li2)- (0 DATE: t.
1 I
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.
10/18/2018 5:03 PM EnergyGauge@ USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page I of 5
FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT
PROJECT
Title: Lot 204 Sebrin A RHG - E Bedrooms: 4 Address Type: Street Address
Building Type: User Conditioned Area: 2410 Lot # 204
Owner Name: Park Square Homes - Florida Total Stories: 2 Block/Subdivision: WP
of Units: 1 Worst Case: No PlatBook:
Builder Name: Park Square Homes Rotate Angle: 0 Street: 3873 Nigh Heron Dr.
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 DailyTemp
Design Location TMY Site 97.5% 2.5% Winter Summer Degree Days Moisture Range
FL, Orlando FLORLANDOINTLAR 41 91 70 75 526 44 Medium
BLOCKS
Number Name Area Volume
I Blockl 2410 22166.4
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated
1 1 st Floor 1588 14768.4 Yes 2 1 1 Yes Yes Yes
2 2nd Floor 822 7398 No 3 3 1 Yes Yes Yes
FLOORS
y# Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet
1 Floor over Garage 2nd Floor ---- ---- 387 ft2 11 0.29 0 0.71
2 Slab -On -Grade Edge Insulatio 1st Floor 133.9 f t 0 1588 ft2 0.29 0 0.71
3 Floor Over Other Space 2nd Floor ---- ---- 435 ft2 0 0.29 0 0.71
ROOF
Roof Gable Roof Rad Solar SA Emitt Emitt Deck Pitch
V # Type Materials Area Area Color Barr Absor. Tested Tested Insul. (deg)
1 Hip Composition shingles 2209 ft2 0 ft2! Dark N 0.9 N 0.9 No 0 26.6
ATTIC
V# Type Ventilation Vent Ratio (1 in) Area RBS IRCC
1 Full attic Vented 300 1975 ft2 N N
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FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT
CEILING
V# Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Vented) Ist Floor 30 Blown 19 7 5 ft2 0.1 Wood
WALLS
Adjacent Cavity Width Height Sheathing Framing Solar BelowVItOrntTnWallTVppSpaceR-Vihip Ft In Ft In A r,-.q R-Vilhip Fr2rtinn Ahqr)r r;;rip%
1 W Exterior Frame - Wood 2nd Floor 11 28 6 9 0 256.5 ft2 0 0.25 0.8 0
2 W Exterior Concrete Block - Int Insul list Floor 4.1 40 0 9 4 373.3 ft2 0 0 0.8 0
3 N Exterior Frame - Wood 2nd Floor 11 31 6 9 0 283.5 ft2 0 0.25 0.8 0
4 N Exterior Concrete Block - Int Insul 1st Floor 4.1 37 6 9 4 350.0 ft2 0 0 0.8 0
5 E Exterior Frame - Wood 2nd Floor 11 28 6 9 0 256.5 ft2 0 0.25 0.8 0
6 E Exterior Concrete Block - Int Insul 1 st Floor 4.1 11 6 9 4 107.3 ft2 0 0 0.8 0
7 S Exterior Frame - Wood 2nd Floor 11 31 6 9 0 283.5 ft2 0 0.25 0.8 0
8 S Exterior Concrete Block - Int Insul 1st Floor 4.1 45 0 9 4 420.0 ft2 0 0 0.8 0
9 - Exterior Frame - Wood 1 st Floor 11 34 3 9 4 319.7 ft2 0 0.25 0.8 0
DOORS
V # Ornt Door Type Space Storms U-Value Width Height Area
Ft In Ft In
1 E Insulated 1 st Floor None 39 3 8 24 ft2
2 Wood 1 st Floor None 39 2 8 8 21.3 ft2
WINDOWS
Orientation shown is the entered, Proposed orientation.
V
Wall Overhang
Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening
1 W 1 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
2 W 2 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 7 ft 0 in 1 ft 4 in Drapes/blinds None
3 W 2 Metal Low-E Double Yes 0.58 0.25 N 48.0 f12 7 ft 0 in 1 ft 4 in Drapes/blinds None
4 N 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
5 N 4 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None
6 N 4 Metal Low-E Double Yes 0.54 0.25 N 8.0 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None
7 E 5 Metal Low-E Double Yes 0.55 0.22 N 45.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
8 E 5 Metal Low-E Double Yes 0.54 0.25 N 4.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
9 E 6 Metal Low-E Double Yes 0.54 0.25 N 16.0 ft2 7 ft 4 in 2 ft 8 in Drapes/blinds None
10 S 7 Metal Low-E Double Yes 0.54 0.25 N 12. 0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
11 S 8 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 7 ft 0 in 1 ft 4 in Drapes/blinds None
12 W 2 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None
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FORM R405-20117 INPUT SUMMARY CHECKLIST REPORT
GARAGE
V# Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
1 578 ft2 578 ft2 64 ft 9.3 ft
INFILTRATION
Scope Method SLA CFM 50 ELA EqLA ACH ACH 50
1 Wholehouse Proposed ACH(50) 000409 2586.1 141.97 267 .2204 7
HEATING SYSTEM
V # System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heat Pump/ Split HSPF:9 45.5 kBtu/hr 1 sys#1
COOLING SYSTEM
System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
1 Central Unit/ Split SEER: 16 47 kBtu/hr 1410 cfm 0.75 1 sys#1
HOT WATER SYSTEM
System Type SubType Location EF Cap Use SetPnt Conservation
1 Electric None Garage 0.9 50 gal 70 gal 120 deg None
SOLAR HOT WATER SYSTEM
FSEC
Cert # Company Name
Collector Storage
System Model # Collector Model # Area Volume FEF
None None ft2
DUCTS
V # Supply ----
Location R-Value Area
Return ---- Air CFM 25 CFM25
Location Area Leakage Type Handler TOT OUT QN RLF
HVAC #
Heat Cool
1 Attic 6 482 ft2 Attic 120.5 ft Prop. Leak Free 2nd Floor --- cfm 72.3 cfm 0.03 0.50 1 1
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FORM R405-2017 INPUT SUMMARY CHECKLIST REPORT
TEMPERATURES
Prograrnable Thermostat: Y Ceiling Fans:
Coollng an Fe b Mar Apr May Jun Jul Aug Sep Oct Nov Dec
Hea Jantng F ,b Mar Apr I MayI JunJXJ JulXj Augj JX Sep Oct Nov Dec
Venting Jan Feb XX Mar Apr May Jun Jul Aug Sep Oct Nov Dec
Thermostat Schedule: HERS 2006 Reference Hours
Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12
Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80
PM 80 80 78 78 78 78 78 78 78 78 78 78
Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78
PM 78 78 78 78 78 78 78 78 78 78 78 78
Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68
PM 68 68 68 68 68 68 68 68 68 68 66 66
Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68
PM 68 68 68 68 68 68 68 68 68 68 66 66
MASS
Mass Type Area Thickness Furniture Fraction Space
Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 1 st Floor
Default(8 lbs/sq.ft. 0 ft2 0 ft 0.3 2nd Floor
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Florida Building Code, Energy Conservation, 6th Edition (2017)
Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods
3873 Nigh Heron Dr. Permit Number: 77 Sanford , FL ,
MANDATORY REQUIREMENTS See individual code sections for full details.
IN SECTION R401 GENERAL
R401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL)
display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law
Section 553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and
nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components
installed in a dwelling unit. The building official shall verify that the EPIL 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.
F1 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 accordanceF1withthemanufacturer's instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of construction. Where required
by the code official, an approved third party shall inspect all components and verify compliance.
R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air
changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in
accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either
individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i) or
an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code
official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope.
Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing
buildings in which the new construction is less than 85 percent of the building thermal envelope.
During testing:
1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or
other infiltration control measures.
2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended
infiltration control measures.
3. Interior doors, if installed at the time of the test, shall be open.
4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed.
5. Heating and cooling systems, if installed at the time of the test, shall be turned off.
6. Supply and return registers, if installed at the time of the test, shall be fully open.
R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where
using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the
fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907.
F R402.4.3 Fenestration air leakage.Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per
square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or
AAMA/ WDMA/CSA 1 Ol/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer.
Exception: Site -built windows, skylights and doors.
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MANDATORY REQUIREMENTS - (Continued)
R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to
open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or
enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements
of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be
fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it
passes through conditioned space to a minimum of R-8.
Exceptions:
Direct vent appliances with both intake and exhaust pipes installed continuous to the outside.
Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential.
F-1 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.
F-1 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system.
F1 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls
that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load.
F-I 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.
El 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.
Fi R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods:
Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the
manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test.
2. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the
entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the
test.
Exceptions:
1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building
thermal envelope.
2. Duct testing is not mandatory for buildings complying by Section 405 of this code.
A written report of the results of the test shall be signed by the party conducting the test and provided to the code official.
R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums.
R403.4 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 1051F (41,C)
or below 551F (1 3*C) shall be insulated to a minimum of R-3.
R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that
caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause
degradation of the material. Adhesive tape shall not be permitted.
R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory). Heated water circulation systems shall be in
accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2.
Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible.
R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return
pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited.
Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the
occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and
when there is no demand for hot water.
R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems
shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance
with the times when heated water is used in the occupancy.
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MANDATORY REQUIREMENTS - (Continued)
R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have
heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a
downward and upward bend of at least 3 112 inches (89 mm) in the hot water distribution line and cold water line located as close as possible
to the storage tank.
R403.5.6 Water heater efficiencies (Mandatory).
R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable
of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature
setting range shall be from 1 00'F to 1401F (381C to 60,C).
R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to
electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of
combustion types of service water -heating systems to be turned off.
R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meet the minimum efficiencies of
Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed.
Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate
water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1.
FJ R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy
factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of
Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors,
and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar
water -heating systems should meet the following criteria:
1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and
2. Be installed at an orientation within 45 degrees of true south.
F R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the
Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation
in cluding: Natur . al, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers t
I
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.
F-1 R403.6.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation
shall meet the following criteria:
1 The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable
Indoor Air Quality, shall be the maximum rates allowed for residential applications.
2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics,
crawlspaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas.
3. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be
insulated to a minimum of R-1 1 and the ceiling shall be insulated to a minimum of R-1 9, space permitting, or R-1 0
otherwise.
R403.7 Heating and cooling equipment (Mandatory).
R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the
equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies,
based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and
indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions
described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that
affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such
as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency
rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed.
TABLE R403.6.1
WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY
FAN LOCATION AIRFLOW RATE MINIMUM
CFM)
MINIMUM EFFICAry a
CFM/WATT)
AIRFLOW RATE MAXIMUN
CFM)
Range hoods Any 2.8 cfm/watt Any
In -line fan Any 2.8 cfm/watt Any
Bathroom, utility room 10 1. 4 cf m/watt 90
Bathroom, utility room 90 2.8 cfm/watt Any
For SI: 1 cfm = 28.3 Umin. a. When tested in accordance with HVI Standard 916
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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.
r-1 R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section
R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if
the design heating load is 1.15 times greater than the design cooling load.
EJ R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 IkW of the design
requirements calculated according to the procedure selected in Section R403.7.1.
EJ 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 anElintermittentbasis, 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 IECG—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, E] shall include automatic controls capable of shutting off the system when the pavement temperature is above 50OF (1 0,C), and no
precipitation is failing and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40OF (4.8oC).
F-1 R403.1 0 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas
shall be in accordance with Sections R403.1 0.1 through R403.10.5.
R403.1 0.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an
integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation
of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the
power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots.
R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule
shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this
section.
Exceptions:
1. Where public health standards require 24-hour pump operation.
2. Pumps that operate solar- and waste -heat -recovery pool heating systems.
3. Where pumps are powered exclusively from on -site renewable generation.
R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or atF] 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
r_1 efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool
heaters fired by natural or LP gas shall not have continuously burning pilot lights.
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R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance
with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is
required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard.
R403.11 Portable spas (Mandatory)he energy consumption of electric -powered portable spas shall be controlled by the
requirements of APSP-14.
SECTION R404
ELECTRICAL POWER AND LIGHTING SYSTEMS
F1 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* = 94
The lower the Energy Performance Index, the more efficient the home.
1. New home or, addition 1. New (From Plans) 12. Ducts, location & insulation level
a) Supply ducts R 6.0
2. Single-family or multiple -family 2. Single-fami b) Return ducts R 6.0
c) AHU location 2nd Floor
3. No. of units (if multiple -family) 3. 1
4. Number of bedrooms 4. 4 13. Cooling system: Capacity 7.0
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. 2410 d) Room unit/PTAC EER
e) Other
7. Windows, type and area
a) U-f actor: (weighted average) 7a. 0.554
b) Solar Heat Gain Coefficient (SHGC) 7b. 0.232 14. Heating system: Capacity .. 45.5
c) Area 7c. 246.0 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) 10A1. 11.0 e) Dedicated heat pump with tank EF
2. Masonry (insulation R-value) 1 OA2. 4.1 f) Heat recovery unit HeatRec%
B. Adjacent: g) Other
1. Wood frame (Insulation R-value) 10131.
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 11 c. d) Multizone cooling credit
d) Radiant barrier installed 11 d. No e) Multizone heating credit
f) Programmable thermostat Yes
Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT.
I certify that this home has complied with the Florida Building Code, Energy Conservation, through the above energy
saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL
display card will be completed ba§n I tallecl code compliant features.
Builder Signatur<z Date: 1')_ 1(9
Address of New Home: 3873 Nigh Heron Dr. City/FL Zip: Sanford, F
10/18/2018 5:03:28 PM EnergyGauge@ USA 6.0.02 (Rev. 1) - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1
2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Lot 204 Sebrin A RHG - E Builder Name: Park Square Homes
Street: 3873 Nigh Heron Dr. Permit Office: City of Sanford
City, State, Zip: Sanford , FL , Permit Number: Y
0
Owner: Park Square Homes - Florida Series Jurisdiction: 691500 W
T_
Design Location: FL, Orlando
COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA
General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall
The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material.
requirements Breaks or joints in the air barrier shall be sealed.
Ceiling/attic
The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit
the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier.
Access openings, drop down stairs or knee wall doors to
unconditioned attic spaces shall be sealed.
Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls
The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity
sealed. with a material having a thermal resistance of R-3
Knee walls shall be sealed. per inch minimum.
Exterior thermal envelope insulation for framed
walls shall be installed in substantial contact and
continuous alignment with the air barrier.
Windows,.skylights The space between window/door jambs and framing, and
and doors skylights and framing shall be sealed.
Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated.
Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to
including insulation. maintain permanent contact with the underside of
above -garage subfloor decking, or floor framing cavity insulation
and cantilevered shall be permitted to be in contact with the top side
floors) of sheathing, or continuous insulation installed on
the underside of floor framing and extends from the
bottom to the top of all perimeter floor framing
members.
Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation
a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace
Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to
exterior or unconditioned space shall be sealed.
Batts in narrow cavities shall be cut to fit, or narrow
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 E?s.
Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building
shall be sealed to the drywall. thermal envelope shall be 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
Pyfpnri behind pipino and wirinn-
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 fire sodnkler cover plates and walls or rpilinns-
a. In addition, inspection of log walls shall be in accordance with the provisions of 100-4uu.
10/18/2018 5:03 PIVI EnergyGauge@ USA 6.0.02 (Rev. 1) - FlaRes2017 FBC Sth Edition (2017) Compliant Software Page I of 1
wrightsoft" Project Summary
House
One Stop Cooling and Heating
7225 Saridscove CoW,Wirfter Park, FL32792 PhDne:(407) 629 - 6920 Fax:(407)629-9307 Web: www.OneStopCooli rg.com Lice rise: CAG032444
For: Park Square Homes - Florida Series
3873 N , igh Heron Dr., Sanford, FL
Notes:
Weather: Orlando Executive AP, FL, US
Job: Lot 204 Sebrin A RHG - E
Date: 09-21-2017
By. XF/RI/BP/AT
Winter Design Conditions Summer Design Conditions
Outside db 44 OF Outside db 93 OF
Inside db 68 IF Inside db 74 OF
Design TD 24 IF Design TD 19 IF
Daily range L
Relative humidity 50
Moisture difference 46 grAb
Heating Summary Sensible Cooling Equipment Load Sizing
Structure 19251 Btuh Structure 22235 Btuh
Ducts 5557 Btuh Ducts 8536 Btuh
Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh
qone) none)
Humidification 0 Btuh Blower 0 Btuh
Piping 0 Btuh
Equipment load 24809 Btuh Use manufacturer's data n
1Rate/swin Itigilier 0.98
Infiltration EquipmenKeunsi eload 30033 Btuh
Method Simplified Latent Cooling Equipment Load Sizing
Construction quality Average
Fireplaces 1 Average) Structure 2873 Btuh
Ducts 1631 Btuh
Central vent (0 cfm) 0 Btuh
ingHeat" coofin none)
Area 2460ft2) i246 Equipment latent load 4504 Btuh
Volume (ft3) 22617 22617
Air changs/hour 0.37 0.16 Equipment Total Load (Sen+Lat) 34537 Btuh
Equiv. A, F (cfm) 141 60 Req. total capacity at 0.75 SHR 3.3 ton
Heating Equipment Summary Cooling Equipment Summary
Make Trane Make Trane
Trade TRANE Trade TRANE
Model 4TWR6048H1 Cond 4TWR6048H1
AHRI ref 7563627 Coil TEM6A0D48H41 ++TDR
AHRI ref 7563627
Efficiency 9 HSPF
Heatinginput
Heating output 45500 Btuh g 47oF
Temperature rise 27 IF
Actual air flow 1567 cfm
Air flow factor 0.063 cfrn/Btuh
Static Dressure 0.50 in H20
Space thermostat
Capacity balance point = 29 OF
Backup:
Input=0kW, OuW=OBtuh,100AFUE
Efficiency 13.0 EER, 16 SEER
Sensible cooling 35250 Btuh
Latent cooling 11750 Btuh
Total cooling 47000 Btuh
Actual air flow 1567 cfm
Air flow factor 0.051 cfm/Btuh
Static pressure 0.50 in H20
Load sensible heat ratio 0.87
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
F F vvriaht:so-ft- 2018-Oct-18 16:48:52
A .- I-- --I- RigN-Sdte@ Uriversal 2018 18.0.31 RSU1 6202 Page 1
Calc and EPL Templot 204 SebrinA RHG - Enp Calc = MA HoLse faces: E
wrightsoft, Right-JO Worksheet
House
One Stop Cooling and Heating
7225 SardscoveGourt,Winter Park, FL32792 Phone:(407) 629-6920 Fax:(407)629-9307 Web: www.OneStopCooling.com License: CAC032444
Job: Lot 204 Sebrin A RHG - E
Date: 09-21-2017
By: XF/Rl/BP/AT
1 Room name House KrT
2 Exposeciviall 251.9 ft 37.0 ft
3 Room height 9.2 ft d 9.3 ft heatAcool
4 Room dimensions 1.0 x 276.3 It
5 Room area 2460.0 fF 276.3 ft2
Ty Construction U-value Or HTM Area M) Load Area OF) Load
number Btuh/ft-OF) 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"1213-0sw 0.097 n 2.31 2.89 275 271 624 781 0 0 0 0
4B5-2kn 0.540 n 12.85 13.78 4 0 51 55 0 0 0 0
13A-4ocs 0.143 n 3.40 3.00 349 337 1146 1009 0 0 0 0
T:2 4135-2fm 0.540 n 12.a5 13.78 4 0 51 55 0 0 0 0
1*1 4135-2fm 0.540 n 12.85 13.78 8 0 103 110 0 0 0 0
0.097 e 2.31 2.89 257 208 479 599 0 0 0 0tj1213-0sw
4A5-2om 0550 e 13.09 27.55 45 0 589 1240 0 0 0 0
4135-2fm 0.540 e 12.85 29.73 4 0 51 119 0 0 0 0
0.143 e 3.40 3.00 107 67 228 201 0 0 0 0
J:
13A-4ocs
G 4135-2frn 0.540 e 12A5 23.63 16 6 206 378 0 0 0 0
D 11DO
12B-Osw
0.390
0.097
e
s
928
2.31
12.54
2.89
24
275
24
263
223
606
301
758
0
0
0
0
0
0
0
0t-G 4B5-2fv 0.540 s 12.85 13.78 12 12 154 165 0 0 0 0
t-G
13A-4ocs 0.143 s 3.40 3.00 419 389 1322 1164 246 246 839 738
4A5-2om 0.550 s 13.09 13.72 30 25 393 412 0 0 0 0
t-G
12B-0sVV 0.097 w 2.31 2.89 257 242 558 697 0 0 0 0
4A5-2om 0.550 w 13.09 27.55 15 0 196 413 0 0 0 0
Vh13A-4ocs 0.143 w 3.40 3.00 372 264 898 791 98 50 169 149
4A5-2om 0.550 w 13.09 27.55 30 0 393 827 0 0 0 0
4A5-2om 0.550 w 13.09 14.89 30 27 393 447 0 0 0 0
4A5-2omd 0,580 w 13.80 21.48 48 27 663 1031 48 27 663 1031
12C-Osw 0.091 2.17 1.57 318 297 644 466 0 0 0 0I-D 11DO 0.390 n 928 12,54 21 21 198 267 10 0 0 0
C 1613-30ad 0.032 0.76 1.78 1971 1971 1501 3510 276 276 210 492
F 19C-19cscp 0.049 0.40 0.32 380 380 154 120 0 0 0 0
F 22A-cpm 1.180 28.08 0.00 1591 134 3761 0 276 37 1039 0
6 c) AED excurson 881 635
Envelope IoWgain 15585 167961 2920 3045
12 a) Infiltration 3667 1229 547 183
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 5 1150 0 0
Appliances/other 3060 1200
Subtotal (lines 6 to 13) 19251 22235 3466 4429
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 19251 22235 3466 4429
15 Ductloads 29% 38% 5557 8536 29%1 38'. 1001 1
Total room load 248091 30771 1 44671 6129
A:ir required (cfm) 1567 15671 1 282 312.
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
FW 2018-Oct-18 16.,48:52
Right-Suteg Universal 2018 18.0.31 RSU1 6202 Page 1
Calc and EPL Templot 204 SebrinA RHG - E.rup Calc = W8 House faces: E
I .
F wrightsoft, Right-JO Worksheet
House
One Stop Cooling and Heating
7225 Sand scove Court, Winter Park, FL 32792 P hone: (407) 629 - 6920 Fax:(407)629-9307 Web: www.OneStopCoolirg.com License: CAC032444
Job: Lot 204 Sebrin A RHG - E
Date: 09-21-2017
By: XF/RI/BP/AT
I Room name GRT Mic
2 Exposed wall 15.0 ft 8.0 It
3 Room height 9.3 It heaV000l 9.3 ft heaVoDol
4 Room dimensions 1.0 x 362.3 ft 8.5 x 8.0 ft
5 Room area 362.3 ft2 68.0 ft2
Ty Construclion U-value Or HTM Area (ft2) Load Area (ft2) Load
number BtuWOF) BtuW) or perimeter (ft) Btu h) or perimeter (ft) Btuh)
H eat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 VL-G
1213-0sw 0.097 n 2.31 2.89 0 0 0 0 0 0 0 0
4135-2fm 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 74 74 253 223
4B5-2kn 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0
1*1 4B5-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0
1213-0sw 0.097 e 2.31 2.89 0 0 0 0 0 0 0 0
4A5-2om 0.550 e 13.09 27.55 0 0 0 0 0 0 0 0
4B5-2fm 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0
0.143 e 3.40 3.00 0 0 0 0 0 0 0 0
tf13A-
4ocs
4135-2fm 0.540 e 12.85 23.63 0 0 0 0 0 0 0 0
D 11DO 0.390 e 928 12.54 0 0 0 0 0 0 0 0
t-G
1213-osw 0.097 s 2.31 2.89 0 0 0 0 0 0 0 0
4135-2fv 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0
T-G
13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 13.09 13.72 0 0 0 0 0 0 0 0
T--G
12B-0sw 0.097 w 2.31 2.89 0 0 0 0 0 0 0 0
4A5-2orn 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0
13A-4ocs 0.143 w 3.40 3.00 140 110 373 328 0 0 0 0
4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0
4A5-2om 0,550 w 13.09 14.89 30 27 393 447 0 0 0 0
4A5-2omd 0.580 w 13.80 21.48 0 0 0 0 0 0 0 0
1--D
12C-0sw 0.091 2.17 1.57 0 0 0 0 0 0 0 0
11DO 0.390 n 928 12.54 0 0 0 0 0 0 0 0
C 1613-30ad 0.032 0.76 1.78 305 305 232 543 34 34 26 61
F 19C-19cscp 0.049 0.40 0.32 0 0 0 0 0 0 0 0
F 22A-cpm 1.180 28.08 0.00 362 15 421 0 68 8 225 0
6 c) AED excursion 3901 19
Envelope loss/gain 1419 1708 504 264
12 a) Infiltration 222 74 118 40
b) Room ventilation 0 0 0 0
13 Internal gains: Oocupants @ 230 0 0 0 0
Appliances/other 900 0
Subtotal (lines 6 to 13) 1641 2682 622 3G4
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 261 202 0 0
14 Subtotal 1902 2884 622 304
15 Ductloads 38% 549 1107 29% 38% 180
Total room load 2451 3992 802 420
Air required (dm) 1551 20'3 51 21
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
t -*-
2018-Oct-1 8 16:48.52
Ae6k
Righ-Suite(9 Universal 2018 18.0.31 RSU1 6202 Page 2
Calc and EPL Templot 204 SebrinA RHG - E.rup Calc = MJ8 House faces: E
A, wrightsoft, Right-M Worksheet
House
One Stop Cooling and Heating
7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OrieStopCooling.com License: CAC032444
Job: Lot 204 Sebrin ARHG - E
Date: 09-21-2017
By: XF/RI/BP/AT
1 Room name MBTH LNDY
2 Exposed wall 9.0 ft 0 ft
3 Room height 9.3 It heat/cool 9.3 ft heaV000l
4
5
Room dimensions
Room area
1.0 x 143.3 It
143.3 f12
6.0 x 8.5 It
51.0 It'
Ty Consiructon U-value Or HTM Area (ft) Load Area (ft2) Load
number BtuhV-0F) 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 VL-G
12B-Osvv 0.097 n 2.31 2.89 0 0 0 0 0 0 0 0
4135-2frn 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0
T::G
13A-4ocs 0.143 n 3.40 3.00 84 76 258 227 0 0 0 0
4135-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0
G11 4B5-2fm 0.540 n 12.85 13.78 8 0 103 110 0 0 0 0
1213-0sw 0.097 e 2.31 2.89 0 0 0 0 0 0 0 0
G
7G
4A5-2om
4135-211[m
0.550
0.540
e
e
13.09
12.85
27.55
29.73
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1:::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 23.63 0 0 0 0 0 0 0 0
D
t-G
1 1DO
1213-0sw
4B5-2fv
0.390
0.097
0.540
e
s
s
9.28
2.31
12.85
12.54
2.89
13.78
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
L-G
13A-4ocs
4A5-2om
0.143
0.550
s
s
3.40
13.09
3.00
13.72
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
T-G
12B-0sw 0.097 w 2.31 2.89 0 0 0 0 0 0 0 0
4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0
0.143 w 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0TE
13A-4ocs
4A5-2om 0.550 w 13.09 14.89 0 0 0 0 0 0 0 0
4A5-2omd 0.580 w 13.80 21.48 0 0 0 0 0 0 0 0
PL-D
12C-Osw 0.091 2.17 1.57 112 112 242 175 56 56 121 88
11DO 0.390 n 9.28 12.54 0 0 0 0 0 0 0 0
C 1613-30ad 0.032 0.76 1.78 0 0 0 0 0 0 0 0
F 19C-19cscp 0.049 0.40 0.32 0 0 0 0 0 0 0 0
F 22A-cpm 1.180 28.08 0.00 143 9 253 0 51 0 0 0
6 q) AED excursion 33 35
Envelope loss/gain 855 479 121 53
12 a) Infiltraton 133 45 0 0
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants@ 230 0 01 0 0
Appliances/other 0 500
Subtotal (lines 6 to 13) 988 524 121 553
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribubon 0 0 183 141
14 Subtotal 988 524 304 694
15 Ductloads 1 29%1 38%1 285 201 29% 38% 88 266
Total room load 1273 725 391 960
Air required (cfm) 801 37 25 49
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
Rigli-Suite@ Universal 2018 18.0.31 RSU1 6202 Page 3
2018-Oct-18 16:48:52
At& \
Calc and EPL Ternp\Lot204 SebrinA RHG - E.ruio Calc=MJ8 Housefaces: E
J .
F wrightsoft, Right-J@ Worksheet
House
One Stop Cooling and Heating
7225 Sandscove CoA Winter ParK FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.com License: CAC032444
Job: Lot 204 Sebrin ARHG - E
Date: 09-21-2017
By: XF/R1/BP/AT
1 Room name PWDR STC1
2 Exposed wall 0 ft 0 ft
3 Room height 9.3 It heaVcDol 9.3 It heaV000l
4 Room dimensions 5.5 x 5.5 It 1.0 x 41.8 It
5 Room area 30.3 ft2 41 .8 ft2
Ty Construdon
number
U-value
I3tuMt2--F)
or HTIVI
Btu
Area 09
or perimeter (ft)
Load
Btuh)
Area (ft2)
or perimeter (ft)
Load
131uh)
H eat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 Vr__G
1213-0svv 0.097 n 2.31 2.89 0 0 0 0 0 0 0 0
4135-21m 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
T:2 4135-2frn 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0
11 4135-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0
IL1213-0sw 0.097 e 2.31 2.89 0 0 0 0 0 0 0 0
G 4A5-2om
4135-2frn
0.550
0.540
e
e
13.09
12.85
27.55
29.73
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0G
VL913A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0
4135-21m 0.540 e 12.85 23.63 0 0 0 0 0 0 0 0
t-G
I 11DO
1213-0sw
4135-2tv
0.390
0.097
0.540
e
s
s
928
2.31
12.85
12.54
2.89
13.78
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
t-G
13A-4ocs
4A5-2om
0.143
0.550
s
s
3.40
13.09
3.00
13.72
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
t-G
11213-0sw 0.097 w 2.31 2.89 0 0 0 0 0 0 0 0
4A5-2om
13A-4ocs
0.550
0.143
w
w
13.09
3.40
27.55
3.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
4A5-2om
4A5-2omd
0.550
0.550
0.580
w
w
w
13.09
13.09
13.80
27.55
14.89
21.48
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
12C-0sw- 0.091 2.17 1.57 0 0 0 0 0 0 0 0I-D 111)0- 0.390 n 928 12.54 0 0 0 0 0 0 0 0
c 11613-30ad 0.032 0.76 1.78 0 0 0 0 0 0 0 0
F 19c-19csop 0.049 0.40 0.32 0 0 0 0 0 0 0 0
F 22A-cpm 1.180 28.08 0.00 30 0 0 0 42 0 0 0
6 c) AED excursion 1 0
Envelope lossIgain 0 11 0 0
12 a) Infiltration 0 0 0 0
b) Room ventilation 0 0 0 0
13 Internal gains: OoDipants@ 230 0 0 0 0
Appliances/other 10 1 01
Subtotal (lines 6 to 13) 0 9 0 0
Less external load 0 0 0 0
14
Lesstransfer
Redistribution
Subtotal
0
575
575
0
444
454
0
0
0
0
0
0
15 Ductloads 29% 38% 166 1741 29%1 38% 0
Total room load
Air required (cfm)
741
471
628321 1 001 0
0
Calculations armiroved bvACCA to meet all requirements of Manual J 8th Ed.
2018-Oct-18 16.,48:52
A& Right-SLAteO Uriversal 2018 18.0.31 RSUI 6202 Page 4
Calc and EPIL Ternplot 204 SebrinA RHG - E.rup Calc = MJ8 House faces: E
I -
F wrightsoft' Right-J@ Worksheet
House
One Stop Cooling and Heating
7225 Sandscove Court, Winter Park, FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.00m License: CAC032444
Job: Lot 204 Sebrin A RHG - E
Date: 09-21-2017
By: XF/Rl/BP/AT
1 Room name Mrol DINE
2
3
Exposed wall
Room height
4.0 ft
9.3 ft heaV000l
12.5 ft
9.3 It heaV000l
4
5
Room dimensions
Room area
6.0 x 4.0 It
24.0 ft2
1.0 x 127.5 ft
127.5 f12
Ty Construction
number
U-vajue
BtuMtL-F)
or HTM
Btu
Area (ffl
or perimeter (ft)
Load
Btuh)
Area (f?)
or perimeter (ft)
Load
Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6
11
VL-G
1213-0sw
4135-2frn
4135-21m
4135-2fnn
1213-0sw
4A5-2om
4135-2frn
13A-4ocs
4135-2frn
11DO
12B-Osw
4135-2tv
13A-4ocs
4A5-2om
12B-0sw
4A5-2om
4A5-2om
4A5-2onn
4A5-2omd
12C-Osw
11bo'
1613-30ad
19C-19cscp
22A-cpm
0.097
0.540
0.143
0.540
0.540
0.097
0.550
0.540
0.143
0.540
0.390
0.097
0.540
0.143
0.550
0.097
0.550
0.143
0.550
0.550
0.580
0.091
0.390
0.032
0.049
1.180
n
n
n
n
n
e
e
e
e
e
e
s
s;
s
s;
w
w
w
w
w
w
n
2.31
12.85
3.40
12.85
12.85
2.31
13.09
12.85
3.40
12.85
9.28
231
12'.85
3.40
13.09
2.31
13.09
3.40
13.09
13.09
13.80
2.17
928
0.76
0.40
28.08
2.89
13.78
3.00
13.78
13.78
2.89
27.55
29.73
3.00
23.63
12.54
2.89
13.78
3.00
13.72
2.89
27.55
3.00
27.55
14.89
21.48
1.57
12.54
1.78
0.32
0.00
0
0
37
4
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
24
0
0
33
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4
0
0
113
51
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
112
0
0
99
55
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
116
30
0
0
0
0
0
0
0
0
128
0
128
0
0
0
0
0
0
0
0
0
0
0
0
0
86
25
0
0
0
0
0
0
0
128
0
13
0
0
0
0
0
0
0
0
0
0
0
0
0
294
393
0
0
0
0
0
0
0
97
0
351
0
0
0
0
0
0
0
0
0
0
0
0
0
258
412
0
0
0
0
0
0
0
0
227
0
0
J13A-
4ocs
G
T:::GD
I-G
T-G
t-G
GT:
13A-4ocs
2
G
q__D
C
F
F
c) AED excursion 10 51
Envelope loss/gain 277 144 1134 846
6
12 a) Infiltration
b) Room ventilation
59
0
20
0
185
0
62
0
13 internal gains: Occupants @ 230
Appliances/other
0 010
0 0
0
Subtotal (lines 6 to 13) 336 164 13191 908
14
15
Less external load
Lesstransfer
Redistribution
Subtotal
Ductloads 29% 38%1
0
0
0
336
97
0
0
0
164
63 29%1 38%
0
0
1119
2438
704
0
0
864
1772
68
Total room load
Air required (cfm)
433
2
227
12 1 ... 3141
1981
2452
125
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2018-Oct-18 16.48:52
Rig1ht-Sjte@ Universal 2018 18.0.31 RSU1 6202 Page 5
Calc and EPL Temp\Lot 204 SebrinA RHG - E.rup Calc = MJ8 House faces: E
wrightsoft, Right-JO Worksheet
House
One Stop Cooling and Heating
7225 Sandscove Court, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: www.OneStopCooling.wm License: CAC032444
Job: Lot 204 Sebrin A RlHG - E
Date: 09-21-2017
By: XF/Rl/BP/AT
1 Room name FOY BRW
2 Exposed wall 17.4 ft 27.0 ft
3 Room height 9.3 ft heaVcool 9.0 ft heal/cool
4 Room dimensions 1.0 x 162,0 It 14.5 x 12.5 ft
5 Room area 162.0 It' 181.3 f12
Ty Consiruclion U-value or HTM Area 011) Load Area OF) Load
number Btuh41--q BtuW) 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 2.89 0 0 0 0 113 113 260 325
4135-2fm 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
4B5-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0
11 4135-2frn 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0G
1213-0sw 0.097 e 2.31 2.89 0 0 0 0 0 0 0 0
4A5-2om 0.550 e 13.09 27.55 0 0 0 0 0 0 0 0
4B5-2frn 0.w e 12.85 29.73 0 0 0 0 0 0 0 0
13A-4ocs 0.143 e 3.40 3.00 107 67 228 201 0 0 0 0
T:JD 4135-2fm 0.540 e 12.85 23.63 16 6 206 378 0 0 0 0
1 1DO
1213-0sw
0.390
0.097
e
s
9.28
2.31
12.54
2.89
24
0
24
0
223
0
301
0
0
0
0
0
0
0
0
0t-6 4135-21`v 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0
t-G
13A-4ocs 0.143 s 3.40 3.00 56 56 190 167 0 0 0 0
4A5-2om 0.550 s 13.09 13.72 0 0 0 0 0 0 0 0
T-G
1213-0sw 0.097 w 2.31 2.89 0 0 0 0 131 116 267 333
4A5-2om 0.550 w 13.09 27.55 0 0 0 0 15 0 196 413
13A-4ocs 0.143 w 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0
4A5-2om 0.550 w 13.09 14.89 0 0 0 0 0 0 0 0
4A5-2omd 0.580 w 13.80 21.48 0 0 0 0 0 0 0 0
12C-0sw 0.091 2.17 1.57 151 130 281 204 0 0 0 0L-D 11DO 0.390 n 928 12.54 21 21 198 267 0 0 0 0
C 1613-30ad 0.032 0.76 1.78 85 85 65 152 181 181 138 323
F lgc-lgcscp 0.049 0.40 0.32 0 0 0 0 0 0 0 0
F 22A-cpm 1.180 28.08 0.00 162 17 489 0 0 0 0 0
6 c) AED excursion 105 62
Envelope loss/gain 1879 1565 861 1456
12 a) Infiltration 259 87 386 129
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) 2138 1652 1247 1815
Less external load 0 0 0 0
Lesstansfer 0 0 0 0
Redistribution 2138 1652 174 177
14 Subtotal 0 0 1420 1992
15 Ductloads 29% 38% 0 0 29% 38%1 4101 6
Total room load 0 700 18301 1 2757
Air required (cfm) 0 1 6 140
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
Fj&- 2018-Oct-1 8 16:48:52
Rigft-Sute(D Universal 2018 18.0.31 RSU1 6202 Page 6
Calc and EPL Temp\Lot 204 SebrinA RHG - E.rup Calc = W8 House faces: E
wrightsoft, Right-JO Worksheet
House
One Stop Cooling and Heating
7225 Sandscove Court, Winter Park, Fl- 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OrieStopCooling.com License: CAC032444
Job: Lot 204 Sebrin A RHG - E
Date: 09-21-2017
By: XF/Ri/BP/AT
1 Room name BTH3 BRM
2 Exposedwall 5.5 ft 27.0 It
3 Room height 9.0 It heal/cool 9.0 It heat/cool
4 Room dimensions 11.0 x 5.5 It 14.5 x 12.5 ft
5 Room area 60.5 It? 181.3 ft2
Ty Construction U-Vajue or HTM Area (fr) Load Area (ft2) Load
number Btu[vT?--g Btu or perimeter (ft) Btuh) or perimeter (ft) Btuh)
H eat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 VL-G
12B-Osw 0.097 n 2.31 2.89 50 46 105 131 113 113 260 325
4B5-2fm 0.540 n 12.85 13.78 4 0 51 55 0 0 0 0
0.143 n 3.40 3.00 0 0 0 0 0 0 0 0
ti13A-
4ocs
4B5-2m 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0
11 4135-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0
1213-0sw 0.097 e 2.31 2.89 0 0 0 0 131 112 257 322
4A5-2om 0.550 e 3.09112.85
27.55 0 0 0 0 15 0 196 413
4B5-2frn 0.540 e 29.73 0 0 0 0 4 0 51 1 1 9
13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0
4B5-2frn 0.540 e 12.85 23.63 0 0 0 0 0 0 0 0G
D 11DO 0.390 e 9.28 12.54 0 0 0 0 0 0 0 0
T-G
12B-Osw
4B5-2tv
0.097
0.540
s
s
2.31
12.85
2.89
13.78
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
t-G
13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 13.09 13.72 0 0 0 0 0 0 0 0
T-G
12B-Ow 0.097 w 2.31 2.89 0 0 0 0 0 0 0 0
4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0
13A-4ocs 0.143 w 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om
4A5-2om
4A5-2omd
0.550
0.550
0.580
w
w
w
13.09
13.09
13.80
27.55
14.89
21.48
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
12C-0sw 0.091 2.17 1.57 0 0 0 0 0 0 0 0q__D 11DO 0.390 n 928 12.54 0 0 0 0 0 0 0 0
C 16B-30ad 0.032 0.76 1.78 61 61 46 108 181 181 138 323
F lgc-lgcscp 0.049 0.40 0.32 11 11 4 3 181 181 73 57
F 22A-cpm 1.180 28.08 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 19 10
Envelope loss/gain 207 278 976 1549
12 a) Infiltration 79 26 386 129
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) 286 305 1362 1 1908
Less external load 0 0 0 0
Lesstransfer 0 0 0 0
14
Redistribution
Subtotal
0
286 305
0
1362
0
1908
15 Ductloads; 29% 38% 82 117 29% 38% 393 733
Total room load 368 422 1755 2'641
Air required (dm) 23 21 ill 134
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
Fj - 2018-Oct-1 8 16:48:52e& ............. --.-
Righ-SLite@ Universal 2018 18.0.31 RSU1 6202 Page 7
A05K \CalcardEPLTemp\Lot204SebrinARHG-E.rLp Calc=MJ8 Housefaces: E
wrightsoft, Right-JO Worksheet
House
One Stop Cooling and Heating
7225 Sandscove Cou- Winter Park, FIL 32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: www.0neStopCooling.com License: CAC032444
Job: Lot 204 Sebrin A RHG - E
Date: 09-21-2017
By: XF/Ri/BP/AT
1 Room name BRIV14 STR2
2 E)posed vall 26.5 ft 0 It
3 Room height 9.0 it heat/cool 9.0 ft heat/cDol
4 Room dimensions 14.0 x 12.5 It 1.0 x 56.8 ft
5 Room area 175.0 1? 56.8 ft2
Ty Construction U-vajue or HTM Area (fll) Load Area (ft) Load
number l3tuh1F--q Btuh/ft2) or perimeter (ft) Btih) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat cool Gross N/P/S Heat Cool
6 VL__G
1213-Osw 0.097 n 2.31 2.89 0 0 0 0 0 0 0 0
4135-2trn 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
2 4135-2frn 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0
11 4135-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0
0.097 e 2.31 2.89 126 96 222 277 0 0 0 0
tf1213-09N
4A5-2om 0.550 e 13.09 27.55 30 0 393 827 0 0 0 0
G 4135-2frn 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0
L2
13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0
4135-2fM 0.540 e 12.85 23.63 0 0 0 0 0 0 0 0
11DO 0.390 e 928 12.54 0 0 0 0 0 0 0 0
1213-0sw 0.097 s 2.31 2.89 113 113 260 325 0 0 0 0T-G 4135-2tv 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0
13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0t-G 4A5-2om 0.550 S 13.09 13.72 0 0 0 0 0 0 0 0
t-G
1213-OS'N 0.097 w 2.31 2.89 0 0 0 0 0 0 0 0
4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0
13A-4ocs 0.143 w 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0
4A5-2om 0.550 w 13.09 14.89 0 0 0 0 0 0 0 0
4A5-2omd 0.580 w 13.80 21.48 0 0 0 0 0 0 0 0
PL-D
12C-Osw 0.091 2.17 1.57 0 0 0 0 0 0 0 0
11 DO 0.390 n 928 12.54 0 0 0 0 0 0 0 0
C; 1613-30ad 0.032 0.76 1.78 175 175 133 312 57 57 43 101
F lgc-lgcscp 0.049 0.40 0.32 173 173 70 55 0 0 0 0
F 22A-cpm 1.180 28.08 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 28 6
Envelope loss/gain 1077 1822 43 95
12 a) Infiltraton 379 127 0 0
b) Room ventilation 0 0 0. 0
13 Internal gains: Occupants @ 230 1 230 0 0
Appliances/other 01 0.
Subtotal (lines 6 to 13) 1456 2179 43 95
Less external load 0 0 0 0
Lesst,ansfer 0 0 0 0
Redistribution 0 0 43 95
14 Subtotal 1456 2179 0 0
15 Ductloads 29%1 38%1 420 837 29%1 38%1
Total room load I 1876I 3016 1_ I I O
Air required (cfm) 119 154 0 0
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2018-Oct-1 8 16:48.52
Right-SuteG Universal 2018 18.0.31 RSU1 6202 Page 8
Exup Cale = MJ8 House faoes: ECaleandEPILTemp\Lot 204 SebrinA RHG
wrightsoft, Right-JO Worksheet
House
One Stop Cooling and Heating
7225SandsoDve Court,Wirter Park, FL32792 PhDre:(407) 629-6920 Fax:(407)629-9307 Web: www.OmStopGoolirig.com License: CAC032444
Job: Lot 204 Sebrin A IRHG - E
Date: 09-21-2017
By: XF/RI/BP/AT
1 Room name STIR
2 Exposed vmll 8.5 ft 13.0 ft
3 Room height 9.0 It heaVcDol 9.0 It heat/cool
4 Room dimensions 8.5 x 3.5 ft 5.5 x 7.5 ft
5 Room area 29.8 ft2 41.3 W
Ty Construction U-value or HTM Area 01) Load Area (ft) Load
number BtuM?--g BtuftV) or perimeter (ft) Btuh) or perimeter (ft) Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 t--G
2 -0sw 0.097 n 2.31 2.89 0 0 0 0 0 0 0 0
41BB5-2fm 0.540 in 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
4135-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0
11 4135-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0
1213-0sw 0.097 e 2.31 2.89 0 0 0 0 0 0 0 0
4A5-2om 0.550 e 13.09 27.55 0 0 0 0 0 0 0 0
4135-2fnn 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0
L13A-
4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0
4135-2frn 0.540 e 12.85 23.63 0 0 0 0 0 0 0 0G
D 11DO 0.390 e 928 12.54 0 0 0 0 0 0 0 0
12B-Osw 0.097 s 2.31 2.89 0 0 0 0 68 68 156 195t-G 4135-2tv 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0
t-G
13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0.550 s 13.09 13.72 0 0 0 0 0 0 0 0
t---G
1213-05w 0.097 w 2.31 2.89 77 77 177 221 50 50 114 143
4A5-2onn 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0
2
0.143 w 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0T
13A-4ocs
4A5-2om 0.550 w 13.09 14.89 0 0 0 0 0 0 0 0
4A5-2omd 0.580 w 13.80 21.48 0 0 0 0 0 0 0 0
I-D
12C-Osw 0.091 2.17 1.57 0 0 0 0 0 0 0 0
11DO, 0.390 n 928 12.54 0 0 0 0 0 0 0 0
C 1613-30ad 0.032 0.76 1.78 30 30 23 53 41 41 31 73
F lgc-lgcscp 0.049 0.40 0.32 0 0 0 0 0 0 0 0
F 22A-cpm 1.180 28.08 0.00 0 0 0 0 0 0 0 0
6 q) AED excursion 191 28
Envelope losstgain 199 255 302 383
12 a) Infiltration 122 41 186 62
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants @ 230 0 0 0 0
Applianoes/other 0 0
Subtotal (lines 6 to 13) 321 2961 487 445
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 321 296 166 161
14 Subtotal 0 0 654 606
15 Ductloads
1
29% 38% 0 0 29%1 38% 189 233.
Total room load 0 0 842 8391Airrequired (cfm) 01 0 1 53 43
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
k- 2018-Oct-18 16.,48:52
Rigll-SUtc@ Universal 2018 18.0.31 RSU1 6202 Page 9
ACZK ...\Calc and EPL Templot 204 SebrinA RHG - E.rup Calc = MA House faces: E
wrightsoft, Right-JO Worksheet
House
One Stop Cooling and Heating
7225 Sandscove Court, W i ter Park, FL 32792 Phore: (407) 629 - 6920 Fax:(407)629-9307 Web: www.OneStopGoolirig.com Lice rise: CAC032444
Job: Lot 204 Sebrin A RHG - E
Date: 09-21-2017
By: XF/RI/BP/AT
1 Room name LOFF INERM 7
2 Exposed voll 10.5 ft 31.0 It
3 Room height 9.0 It heat/000l 9.3 It heaVcool
4 Room dimensions 1.0 x 143.5 It 1.0 x 278.1 ft
5 Room area 143.5 It' 278.1 ft2
Ty Construction U-value or HTM Area M) Load Area M) Load
number I3tuMF--q BtutW) or perimeter (ft) Btuh) or perimeter (ft) 13tuh)
Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 VL-G
1213-0sw 0.097 n 2.31 2.89 0 0 0 0 0 0 0 0
4135-21m 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0
t13A-
4ocs 0.143 n 3.40 3.00 0 0 0 0 153 153 522 460
4135-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 02114135-2frn 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0
1213-0sw 0.097 e 2.31 2.89 0 0 0 0 0 0 0 0T-j 4A5-2om 0.550 e 13.09 27.55 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
t13A-
4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0
4135-2frn 0.540 e 12.85 23.63 0 0 0 0 0 0 0 0211DO0.390 e 9.28 12.54 0 0 0 0 0 0 0 0
t-G
12B-Osw 0.097 s 2.31 2.89 95 83 190 238 0 0 0 0
4135-2fv 0.540 s 12.85 13.78 12 12 154 165 0 0 0 0
t-G
13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0
4A5-2orn 0.550 s 13.09 13.72 0 0 0 0 0 0 0 0
T-G
1213-0sw 0.097 w 2.31 2.89 0 0 0 0 0 0 0 0
4A5-2orn 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0
13A-4ocs 0.143 w 3.40 3.00 0 0 0 0 135 105 357 314
4A5-2om 0.550 w 13.09 27.55 0 0 0 0 30 0 393 827
4A5-2om 0.550 w 13.09 14.89 0 0 0 0 0 0 0 0
4A5-2omd 0.580 w 13.80 21.48 0 0 0 0 0 0 0 0
L-D
12C-0sw 0.091 2.17 1.57 0 0 0 0 0 0 0 0
11DO 0.390 n 9.28 12.54 0 0 0 0 0 0 0 0
C 1613-30ad 0.032 0.76 1.78 144 144 109 256 250 250 190 445
F lgc-lgcscp 0.049 0.40 0.32 15 15 6 5 0 0 0 0
F 22A-cpm 1.180 28.08 0.00 0 0 0 0 278 31 871 0
6 c) AED excursion 69 174
Envelope loss/gain 460 594 2333 2220
12 a) Infiltration 150 50 458 154
b) Room ventilation 0 0 0. 0
13 Internal gains: Occupants @ 230 0 01 2 460
Appliances/other 450 0
Subtotal (lines 6 to 13) 610 1095 2791 2833
Less external load 0 0 0 0
Less transfer 0 0 0 0
Redistribubon 24 53 0 0
14 Subtotal 634 1148 2791 2833
15 Ductloads 29% 38% 183 441 29%1 38 1 806 1 1088
Total room load 8171 1IM9 1 35961 3921
Air required (dm) 52 811 22
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2018-Oct-18 16:48:52
Riglht-Suiteg Uriversal 2018 18.0.31 RSU1 6202 Page 10
Calc and EPL Ternp\Lot204 SebrinA RHG - E.rup Calc=MJ8 Housetaces: E
J .
wrightsoft' Right-JO Worksheet
House
One Stop Cooling and Heating
7225SandscoveCoul,Wiriter Park, FL32792 Phone:(407) 629-6920 Fax:(407)629-9307 Web: www.0neStopCoolirig.com License: CAC032444
Job: Lot 204 Sebrin A RHG - E
Date: 09-21-2017
By: XF/RI/BP/AT
1 Room name WIC
2 Exposed vell 0 it
3 Room height 9.3 It heat/cool
4 Room dimensions 1.0 x 26.4 ft
5 Room area 26.4 W
Ty Construction U-vaJue Or HTIVI Area (fF) Load Area Load
number BtLjMF-09 Btuw) or perimeter (ft) Btuh) or perimeter
H eat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool
6 VL-G
1213-0sw 0.097 n 2.31 2.89 0 0 0 0
4135-2fm O-W n 12115 13.78 0 0 0 0
1:2
13A-4ocs 0.143 n 3.40 3.00 0 0 0 0
4135-2frn 0.540 n 12.85 13.78 0 0 0 0
11 4135-2fm 0.540 n 12.85 13.78 0 0 0 0
0.097 e 2.31 2.89 0 0 0 0tj12B-Osvv
4A5-2om 0.550 e 1 3.09 27.55 0 0 0 0
G 4135-2frn 0.540 e 12.85 29.73 0 0 0 0
13A-4ocs; 0.143 e 3.40 3.00 0 0 0 0
4135-2frn 0.540 e 12.85 23.63 0 0 0 0
11DO 0.390 e 9.28 12.54 0 0 0 0
t-G
1213-0sw 0.097 s 2.31 2.89 0 0 0 0
4135-21v 0.540 s 12.85 13.78 0 0 0 0
t-G
13A-4ocs 0.143 s 3.40 3.00 0 0 0 0
4A5-2om 0.550 s 13.09 13.72 0 0 0 0
t-G
1213-0sw 0.097 w 2.31 2.89 0 0 0 0
4A5-2om 0.550 w 13.09 27.55 0 0 0 0
13A-4ocs 0.143 w 3.40 3.00 0 0 0 0
4A5-2om 0.550 w 13.09 27.55 0 0 0 0
4A5-2om 0.550 w 13.09 14.89 0 0 0 0
4A5-2omd 0.580 w 13BO 21.48 0 0 0 0
12C-Osvv 0.091 2.17 1.57 0 0 0 0
DI 11DO 0.390 n 928 12.54 0 0 0 0
c 1613-30ad 0.032 0.76 1.78 24 24 18 42
F lgc-lgcscp 0.049 0.40 0.32 0 0 0 0
F 22A-cpm 1.180 28.08 0.00 26 0 0 0
6 c) AED excursion 3
Envelope loss/gain 18 40
12 a) Infiltration 0 0
b) Room ventilation 0 Of
13 Internal gains: Occupants Ca) 230 0 0
Appliances/other 0
Subtotal (lines 6 to 13) 18 40
Less external load 0 0
Less transfer 0 0
Redistributon 0 0
14 Subtc)tal 18 40115Ductloads291/6 381/. 5
Total room load 23 55
Air required (cfm) 1 31
Calculations aDDroved bvACCAto meetall reauirements of Manual J 8th Ed
2018-Oct-1 8 16:48:52
Right -Suite@ Uriversal 2018 18.0.31 RSU1 6202 Page 11
Calc and EPL Templot 204 SebrinA RHG - E.rup Calc = W8 House faces: E
wrightsoft. Duct System Summary
House
One Stop Cooling and Heating
7225 Sandscove Cow, Winter Park, FL 32792 PhDre: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wvvw.OreStopCooling.com Licerse: CAC032444
For: Park Square Homes - Florida Series
3873 Nigh Heron Dr., Sanford, FL
Job: Lot 204 Sebrin ARHG - E
Date: 09-21-2017
By. XPRUBPAT
01 1231"19"
Heating Cooling
External static pressure 0.50 in H20 0.50 in H20
Pressure losses 0.16 in H20 0.16 in H20
Available static pressure 0.34 in H20 0.34 in H20
Supply/ return available pressure 0.261 /0.079 in H20 0.261 /0.079 in H20
Lowest friction rate 0.108 i n/1 00ft 0.108 i n/1 ooft
Actual air flow 1567 cfm 1567 cfm
Total effective length (TEL) 316 ft
Name
Design
Btuh)
Htg
cfm)
Cig
cfm)
Design
F R
Diarn
in)
HxW
i n)
Duct
Matl
Actual
Ln (ft)
Ftg. Eqv
Ln (ft) Trunk
BRIV12 c 2757 116 140 0.164 7.0 Ox 0 M Fx 28.9 130.0 st2
BRM3 c 2641 ill 134 0.169 7.0 Ox 0 V1 Fx 28.7 125.0 st2
BRIV14 c 3016 119 154 0.175 7.0 Ox 0 M Fx 24.0 125.0 st2
BTI-13 h 368 23 21 0.175 4.0 OX0 M Fx 24.2 125.0 st2
DINE h 3141 198 125 0.112 8.0 Ox 0 V1 Fx 47.3 185.0 stS
GRT c 3992 155 203 0.118 8.0 OX0 11 Fx 36.0 185.0 st6
KIT c 3064 141 156 0.115 7.0 Ox 0 M Fx 36.1 190.0 stS
KIT -A c 3064 141 156 0.115 7.0 Ox 0 11 Fx 41.0 185.0 stS
NDY c 960 25 49 0.109 4.0 Ox 0 M Fx 49.6 190.0 St5
LOFT c 1589 52 81 0.180 6.0 Ox 0 v1 Fx 19.8 125.0 st2
MBRM h 3596 227 200 0.121 8.0 Ox 0 11 Fx 30.6 185.0 st5
MBTH h 1273 80 37 0.115 5.0 Ox 0 11 Fx 36.6 190.0 st5
MTOI h 433 27 12 0.110 4.0 Ox 0 11 Fx 41.1 195.0 st5
MW1C h 802 51 21 0.117 4.0 Ox 0 M Fx 33.1 190.0 st5
PWDR-A h 741 47 32 0.108 4.0 Ox 0 A Fx 52.0 190.0 stS
STR-A h 842 53 43 0.168 4.0 Ox 0 AFx 30.3 125.0 st2
wic c 55
1
1
1
3
1
0.118
1
4.0
1
Ox 0 AFx
1
30.1
1
190.0
1
st5
wrightsoft, 2018-Oct-18 16:48:53
14 t- -.- -., Righ-&ite@ Uriversal 2018 18.0.31 RSU1 6202 Page 1
AC(>- ...\Calc ard EPL Templot 204 SebrinA RHG - E.rLp Calc = MJ8 HoLre faces: E
Name
Trunk
Type
Htg
Cfm)
Clg
Cfm)
Design
FIR
Veloc
fpm)
Diarn
in)
HxW
in)
Duct
Material Trunk
st2 PeaRAVF 473 574 0.164 537 14.0 0 x 0 VinIFIx sti
st4 PeakAVF 1094 993 0.108 783 16.0 0 x 0 VinIFIx st3
st5 PeaRAVF 412 321 0.109 524 12.0 0 x 0 Vin]Flx st4
st6 PeakAVF 682 672 0.108 638 14.0 0 x 0 VinIFlx st4
sti PeakAVF 1567 1567 0.108 718 20.0 0 x 0 VinIFlx
st3 PeakAVF 1094 993
1
0.108 783 16.0 0 x 0 VinIFIx stl
Grille Htg CIg TEL Design Veloc Diam HxW Stud/Joist Duct
Name Size (in) Cfm) Cfm) ft) FR fpm) in) in) Opening (in) Mal Trunk
rsb9 Ox 0 119 154 68.8 0.115 440 8.0 Ox 0 A Fx rt2
rsb8 Ox 0 ill 134 73.8 0.108 385 8.0 Ox 0 A Fx rt2
rsb6 OX0 169 183 59.9 0.133 525 8.0 Ox 0 A Fx rt:2
rbl Ox 0 1169 1096 56.9 0.140 661 18.0 Ox 0 vI Fx rt2
Name
Trunk
Type
Htg
Cfm)
Clg
Cfm)
Design
FIR
Veloc
fpm)
Diam
in)
HxW
in)
Duct
Material Trunk
rt:2 PeakAVF 1567 1567 0.108 718 20.0 0 x 0 VinIFIx
wrightsoft, 2018-Oct-1 8 16:48:53
Page 2Rigll-Sute@ Uriversal 2018 18.0.31 RSU1 6202
ACCA \Calc and EPL Templot 204 SebrinA RHG - Exup Calc = W8 House faces: E
Static Pressure and Friction Rate Job: Lot204SebrinARHG-E
wrightsofto Date: 09-21-2017
House By. XF/RI/BP/AT
One Stop Cooling and Heating
7225 Saridscove Court,Wirter Park, FL 32792 Phone: (407) 629 - 6920 Fax:(407)629-9307 Web: www.OrieStopCoolirxj.com Urense: CAC032444
For: Park Square Homes - Florida Series
3873 Nigh Heron Dr., Sanford, FL
External static pressure
Pressure losses
coil
Heat exchanger
Supply diffusers
Return grilles
Filter
Humidifier
Balancing damper
Other device
Available static pressure
Measured length of run -out
Measured length of trunk
Equivalent length of fittings
Total length
Total effective length
Supply Ducts
Return Ducts
Heating
in H20)
0.50
0
0
0.03
0.03
0.10
0
0
0
0.34
Supply
ft)
22
30
190
Heating
i n/1 00ft)
0.108
0.108
242
EI
66611
Cooling
in/100ft)
0.108
0.108
Cooling
in H20)
0.50
0
0
0.03
0.03
0.10
0
0
0
0.34
Return
ft)
7
17
50
74
316
P *I011
Supply 4X=35, 11 A=20, 11 G=5, 11 G=51 11 M=201 11 K=20, 11 K=201 11 M=201 11 G=5, 1 A=35, 11 G=5: Total EL=1 90
Return 6M=20, 11G=5, 11G=5, 5E1=10, 11 G=5, 11 G=5: TotalEL=50
wrightsoft, 2018-Oct-18 16A8:53
RigIt-SuitegUriversal 2018 18.0.31 RSU16202 Page 1
ACCA \Calc ard EPL Templot 204 SebrinA RHG - E.rup Calc = MJ8 House faces: E
0
KrF
Q
1 OX8
156 cftn
1OX81-
156 i:6
0
7 "
E F 1 --W7R
IN E
lox"o ///7""
198 ctn
FOY
Job M Lot 204 Sebrin A RHG - E
Performed by XF/131/13PAT for:
Park Square Homes - Florida Series
3873 Nigh Heron Dr.
Sanford, FL
Level 1
8
J, k,
Sic
1
1
T F
WDR LNDY
X
EF1 = 50 CFM Fan
EF2 = 80 CFM Fan
EF3= 110CFM Fan
EFL1 = 50 CFM Fan
EFL2 = 80 CFM Fan
EFL3 = 110 CFM Fan
VTR - Vent to Roof
VTW Vent to Wall
DV Dryer Vent
RV Range Vent
Lineset Chase
Condensate —
Thermostat 18/8
SRB = Small Reduction Box
LRB = Large Reduction Box
FBB = Field Built Box
F -- -1EFL1 --VTW
8A
27 cim
EF1 - VrW
I DV - VTW 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 :103
Page 1
Right-Suite(D Universal 2018
18.0.31 RSU1 6202
2018-Oct-18 16:47:15
emp\Lot 204 Sebrin A RHG - E.rup
Eamj fflq
EM1111119 ..
MINA
M
Zore Damper 1 - 16,
5 ch
ZoreDamper2-14'
Bypass Damper- 12'
EF1 = 50 CFM Fan
EF2 = 80 CFM Fan
EF3 = 110 CFM Fan
EFL1 = 50 CFM Fan
EFL.2 = 80 CFM Fan
EFI-3 110 CFM Fan
VTR Vent to Roof
VTW Vent to Wall
DV Dryer Vent
RV Range Vent
Lineset Chase
Condensate —
Thermostat 18/8
SRB = Small Reduction Box
LRB = Large Reduction Box
FBB = Field Built Box
Level 2
12" BYPASS
Sup Riser
T V 16
1 4 111 DAMPER
STIR BRM2
A
OFT)PREWK
CLG.rANIJT
STR2 6X10 RA -k
83 cfni
4F 1 OX8
140 c1m
14"'
10x,6
G
C T-- OF4.?h :-MRE 81 frTi
CM F ITE
6 F
LOFT 7 4 M BT4
T-
I
2 cfm 1
Sj). 5 134 tilm
OX10 RA
F1. 134 ch
154 cfm 1 0 xl 1OX8
154 ct.n' 1 90) PRE-WRE
CLO FAPRUE UG'FAMTrE
BRM4 BRIM3
I EF1 - VTR I
Job M Lot 204 Sebrin A RHG - E One Stop Cooling and Heating
Scale: 1: 103
Performed by XF/Rl/l3P/AT for: Page 2
Park Square Homes - Florida Series 7225 Sandscove Court Right -Suite@ Universal 2018
3873 Nigh Heron Dr. Winter Park, FIL 32792 18.0.31 RSU16202
Sanford, FIL Phone: (407) 629 - 6920 Fax: (407) 629 - 9307
2018-Oct-18 16:47:16
www.OneStopCooling.com ...
emp\Lot 204 Sebrin A RHG - E.rup
RECORD Copy
r
rp,,L,fc S?ctA—i2e--14bA.5S-
L-0 V,,, Omln Px YPYL-I/tF'
L,
7- zjv
DESCRIPTION AS FURNISHED: Lot 204, WYNDHAM PRESERVE, as recorded in Plot Book 81, Pages 93
through 102 of the Public Records of Seminole County, Florida.
PLOT PLAN FORICERTIFIED TO
LOT 196
DEC
r
Ok to construct single family home
with setbacks and impervious area
shown on plan. :5r_br;Aj-P
j,v,rfe_ 4,'hf 67/-ft 7-s-
Park Square Enterprises, LLC (a Delaware Corporation);
Winderweedle, Haines, Word & Woodman, PA; Attorneys' Title
Insurance Fund; Bank of America
LOT 195 LOT 194
S 00016'57" E
60. 00'
24.00, 24.80'
0.00, 26.0'
LANAI
10.00'
LOT 204
4LOT203C4Q) PROPOSED RESIDENCE
2410—SEBRING—A
2 CAR GARAGE RIGHT
3. O'x4. 0'
AC
10.00'
11.3'
COV'D,
ENTRY
10.00'
10.0, 18 7'
r.R,VE
10,00'
Q0
LOT 205
tZI
6. 00'
10. Do'
25.20' 2 .20'
0,— UTIL.ES T.
203.85' 18 0,
5' CONC. WALK
SETBACKS AS FURNISHED
FRONT 2
REAR 20
SIDE 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 MINIMUX
OF (2) IN SUCCESSION AT 25'
PROPOSED = FINSHED SPOT GRADE ELEVATIONS
0016'57" Ez60. 00
R8
DRAIN
I
INLET AS
NIGHT HERON DRIVE
SCALED FROM (50' PRIVATE R/W)
DRAINAGE PLANS
R ) PROPOSED DRAINAGE FLOW
LOT GRADING TYPE A
PROPOSED F.F. PER PLANS = 23.2'
PLOT PLAA1 OJVLY
PLOT PLAN AREA CALCULATIONS NOT A SURVEY
TOTAL LOT AREA 6,900 ± SQUARE FEET
FLATWORK ONIOFF LOT = TOTAL ± SQUARE FEET FLATWORK
DRIVE 6211 122= 743 ± SQUARE FEET FOUNDATIONIPAD 2,166 ± SQUARE FEET
WALKS 491300= 349 ± SQUARE FEET REAR PATIO 182 ± SQUARE FEET
FRONT PORCH DECK 8J ± SQUARE FEET
SOD 3,7861 2J5 = 4,024 ± SQUARE FEET POOLDECK NIA ± SQUARE FEET
NOTE., FRONT SIDEWALK AND STREET LOCA77ON TAKEN FROM PLANS PROVIDED E?Y CLIENT NOT FIELD VERIF70 *
CRUSEjVffE_rER -SCOTT & ASSOC,, LVC - -LAND SURVEYORS I
LEGEND LEGEND
P P AT P.O.L. POINT ON LINE
F FIELD TYP. TYPICAL
PIPE P R.0 PO NT OF REVERSE CURVATUREIP. R 1RDRON ROD P:CC: POINT OF COMPOUND CLRVATURE
CK CONCRETE MONUMENT RAD. RAI) AL
SET I.R. 112' OR /#LB 4596 RR. NONT-RADIAL
REC. RECOVERED V.P. WITNESS POINT
P POINT OF BEGINNING CALC. CALCULATEDP:O.BOT POINT OF COMMENCEMENT P.R.M. PERMANENT REFERENCE MONUMENT
4L CE"TERLINE F.F FINISHED FLOOR ELEVATION
N& D NA61L & DISK 9,S.L, BUILDING SETBACK LINE
R/V R HT-CIF-VAYIC N HKARKDO, C
ESHT. EASEMENT B B. BASE BEARING
DRAIN. DRAINAGE
UTIL. UTILITY
CL.FC. CHAIN L INK FENCE
WO.FC. VOOD FENCE
C/D CONCRETE BLOCK
P.C. POINTT OF CURVATURE
P,T. PO N OF,TANGENCY
DESC. DESCRIPT ON
R RADIUS
L ARC LENGTH
D DEL 7 A
C CHORD
C.B. CHORD BEARING
I
NORT H
THIS BUILDING\PROPERrr DOES NOT LIE WITHIN
THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM'
ZONE "XI MAP j 12117CO090 F (09-28-107)
5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436
NOTES.,
1. THE UNDERSIGNED 000 HEREITY CERTIFY IMF THIS SURVEY MEETS THE STANDARDS Of' PRACTICE SET FOM BY THE FLORIDA I
PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMWISTRATIVE CODE PURSUANT TO SEC17ON 472.027, FLO
2. UNLESS EMBOSSED WITH SURVEYORS SIGNATURE AND ORIGINAL RAISED SM THIS SURVEY MAP OR COPIES ARE NOT VALID.
3. THIS SURVEY WA4i.PREPA.?ED FROM TITLE INFDRVATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS
OR EASEMENIS,7NAT AFFECT THIS PROPERTY.
4. NO UNDERGROUNP IMPROVEMENTS ;IAW OLIN LOCATED UNLESS OTHERWISE SHOWN.
5 , THIS SL,.WFY IS PREPARED 0 -TIE SOLE 5ENETU OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY.
6. DIMENSCUS ;HO'N FOR THE LOC 7WU or IMPROVEMENTS HEREON SHOULD NOT BE USED 10 RECONSMUCT BOUNDARY LINES,
7. BEARINGS, ARE WED ASSUMED DATUM AND ON THE LINE SHOWN AS WE BEARING (B.B.)
B. ELEVATIONS, fTSHOWN. ARE WED ON 10,TIONAL GEODETIC VERTICAL DATUM OF' 1929. UNLESS OTHERWISE NOTED.
9. CERTIROATE OF AUTHORIZATION N.. 4596.
SCALE 1" - 20' DRAWN BY.
CERTIFIED BY.-
A,
1;
TJ A 50 RUSENM ER, 4714
JAOCS SCOTr, R.L.S 1 4801
PLOT PLAN 70-17-2018
DER No.
6886-18
I
lo RECORD copy
Filename: PARK SQ SEBRING.rrr
Lighting and Small Appliance/Laundry Circuits
Floor Area SmAppNo LaundNo Line Neutral
2410 2 1
Lighting Summary Standard G,056 6,05G
Optional 11,730 6,056
Ranges & Ovens
Range No. No? Nameplate Line Neutral
1 8000
2 0 0
3 0 0
Range/Oven Summary Standard 6,400 4,480
Optional 8,000 4,480
Dryers
Dryer No. No? Nameplate Line Neutral # 1 8 4 5.2 4
DING
1 5000 Qj
2 0
3 0
ItA Owv
ryer Summary Standard 5,000 3,500
PA?"
Optional 5,000 3,500
T-leating and Cooling: Actual Number
14ame M? Ph No Amps Volts VA HP Line Neutral
M 1 1 27.0 240 6,480 0
M 1 1 2.0 240 480 0
M 1 1 5.0 24'0 1,200 0
1 1 1 27 240 1 6,480 0
Heat/Cool Summary Standard 14,640 0
Optional 14,640 0
lFixed Appliances: Actual Number = 6
Name M? Ph No Amps Volts VA HP Line Neutral
olsp 120 600 GOO 600
DISH 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
Other Appliance Summary Standard 0 0
Optional 0 0
25% of Max Motor:
Line is Std Only; Neutral for Both
Maximum Phase Amps Volts
1 27 240
Heat/Cool Phase Amps volts
27 240
Fixed Appl. Phase Amps Volts
0
other Appl. Phase Amps Volts
0
Max Motor Summary
Standard Only 1,G20 0
SUMMARY
Standard Line Neutral
Total Total 46,676 16,286
Maximum Amperage 194 68
Service Voltage = 240 Service Phase
7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Optional Line Neutral
Total Total 37,444 16,286
Maximum Amperage 156 68
Service Voltage = 240 Service Phase = I
W
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
Nil These truss designs rely on lumber values established by others.
MiTek
RECORD COPY
RE: PS241 OA-L2 -Park Sq/Sebring 11-241 O-A MiTek USA, Inc.
Site Information:
6904 Parke East Blvd.
Customer Info: PARK SQUARE HMS Project Name: PS2410A Model: SEBRING IEgy6_k 33610-4115
Lot/Block: 204 Subdivision: WYNDHAM PRESERVE 60'
Address: 3873 NIGHT HERON DR.
City: SANFORD State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
city.. State:
General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1
Wind Code: ASCE 7- 10 Wind Speed: 140 mph
Roof Load: 40.0 psf Floor Load: 55.0 psf
This package includes 66 individual, 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 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules.
No. Seal# Truss Name Date No. Seal# Truss Name Date
1 T1 5412024 3CJ 10/24/18 12 T1 5412035 A5 10/24/18
2 IT15412025 4CJ1 10/24/18 13 T1 5412036 1 A6 10/24/18
3 IT15412026 14CJ3 110/24/18 114 1 T1 5412037 IA7 10/24/181
4 IT15412027 141-11 110/24/18 115 1 T1 5412038 IB1 10/24/18
5 IT15412028 14J5 10/24/18 16 T1 5412039 B2 10/24/18
6 IT15412029 14KJ5 10/24/18 117 T1 5412040 B3 10/24/18
7 IT15412030 15J 10/24/18 18 T1 5412041 B4 10/24/18 1
8 IT15412031 lAl 110/24/18 119 1 T1 5412042 1 B5 110/24/18 1
9 IT15412032 A2 110/24/18 120 T1 5412043 C1 110/24/18 1
10 IT15412033 IA3 10/24/18 21 T1 5412044 C2 110/24/18 1
11 IT15412034 IA4 110/24/18 122 1 T1 5412045 IC3 110/24/18
This item has been electronically signed and sealed by Finn, Walter, PE using a Digital Signature.
Printed copies of this document are not considered si led and the signature must be verified on any electronicle,
copies 0
SANFORD184524
6
The truss drawing(s) referenced above have been prepared-b R P.
MiTek USA, Inc. under my direct supervision based on the parameters
NprovidedbyMid -Florida Lumber Acquisitions, Inc.. S*1
Truss Design Engineer's Name: Finn, Walter
My license renewal date for the state of Florida is February 28, 2019.
IMPORTANT NOTE: The seal on these truss component designs is a certification
that the engineer named is licensed in the jurisdiction(s) identified and that the
designs comply with ANSI/TPI 1. These designs are based upon parameters
shown (e.g., loads, supports, dimensions, shapes and design codes), which were
given to MiTek. Any project specific information included is for MiTek's customers
file reference purpose only, and was not taken into account in the preparation of
these designs. MiTek has not independently verified the applicability of the design
parameters or the designs for any particular building. Before use, the building designer
should verify applicability of design parameters and properly incorporate these designs
into the overall building design per ANSI/TPI 1, Chapter 2.
7 No 22839
ir z
STATE OF 44/ Z
A,
0 R
JONAA-
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018_
Finn, Walter I of 2
RE: PS241 OA-1-2 - Park Sq/Sebring 11-241 O-A
Site Information:
Customer Info: PARK SQUARE HMS Project Name: PS2410A Model: SEBRING 11 2410-A
Lot/Block: 204 Subdivision: WYNDHAM PRESERVE 60'
Address: 3873 NIGHT HERON DR.
City: SANFORD State: FL
INo. ISeal# ITruss Name I Date No. ISeal# I Truss Name I Date
123 T15412046 I C4 10/24/18 66 IT15412089 MG1 110/24/18
124 IT15412047 ICJ 110/24/18 1
110/24/18 1
110/24/18 1
10/24/18
10/24/18
10/24/18
110/24/18
110/24/18
110/24/18
110/24/18 1
110/24/18 1
10/24/18
110/24/18
110/24/18 1
110/24/18 1
1 n/94/1 A
125 IT15412048 I CJ1
126 IT15412049 CJ1H
27 IT15412050 I CJ2
28 IT15412051 I CJ3
29 IT15412052 I CJ3H
30 IT15412053 I CJ5
31 IT15412054 D1
32 IT15412055 I D2
133 IT15412056 I D3
134 IT15412057 I D4
35 T15412058 D5 J
36 T15412059 I D5A
37 IT15412060 I D6
38 IT15412061 lEl
39 1 T1 5412062 E2
41 IT15412064 I E5 110/24/18
42 T1 5412065 1 E6 110/24/18
43 T15412066 IF1 110/24/18
44 T15412067 I F2 10/24/18
45 IT15412068 I F3 110/24/18
46 IT15412069 I F4 110/24/18
47 IT15412070 F4A 110/24/18
48 IT15412071 1`413 110/24/18
49 T15412072 I F5 110/24/18
50 IT15412073 F6 10/24/18
51 1 T1 5412074 F7 10/24/18
52 IT15412075 F10 10/24/18
53 T15412076 I FT1 110/24/18
54 IT15412077 I FT2 110/24/18
55 1 T1 5412078 1 FT3 10/24/18
56 IT15412079 I FT4 110/24/18
57 IT15412080 I FT5 110/24/18
58 IT15412081 I FT6 110/24/18
59 IT15412082 IG1 110/24/18
60 IT15412083 I J51-1 110/24/18
61 IT15412084 P 110/24/18
62 1 T1 5412085 KJ2 110/24/18
63 IT15412086 KJ5A 110/24/18
64 JT15412087 KJ5H 110/24/18
65 IT15412088 KJ7 110/24/18
2 of 2
Job , Truss Truss Type Qty Ply Park Sq/Sebring 11-2410-A
T15412024
PS241OA-L2 3CJ JACK 4
Job Reference (ootional)
Mid -Florida Lumber, Bartow, FL.
2x4 =
8.130 s Mar 112018 MiTek Industries, Inc. Wed Oct 24 12:58:33 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-dCYLDO—?TXQ9EWzR-8UPrpqCO6NumMAfabZH2oyQBsq
3-0-0
3-0-0
Scale = 1:12.9
LOADING (psf) SPACING. 2-0-0 CS1. DEFL. in loc) I/clefl Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 4-7 999 240
TCDL 1 0.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.01 4-7 999 180
BCLL 0.0 Rep Stress Incr YES WEI 0.00 Horz(CT) 0.00 3 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=73/Mechanical, 2=188/0-7-8, 4=34/Mechanical
Max Horz 2=62(LC 12)
Max Uplift 3=-30(LC 12), 2=-47(LC 12)
Max Grav 3=73(LC 1), 2= 1 88(LC 1), 4=53(LC 3)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
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=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 2-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 3, 2.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa I'L 33610
Date:
October 24,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IWII.7473 rev, 1010312015 BEFORE USE.
Design valid for use only with Mirelk(ID connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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, sea 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, Nexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type aty Ply Park Sq/Sebring 11-2410-A
T15412025
PS2410A-1_2 4CJ1 JACK 2
Job Reference (optionall
Mid -Florida Lumber, Bartow, FL.
6
8.130 s Mar 112018 MiTek Industries, Inc. Wed Oct 24 12:58:33 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-dCYLOO—?TXQ9EWzR-8UPrpqDb6O2mMAfabZH2oyQBsq
i
1-M
1-0-0 1-M
Scale = 1:6.1
2x4
1-0-0
1-0-0
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 5 >999. 240 MT20 244/190
TCDL 10.0 Lumber DOV 1.25 BC 0.01 Vert(CT) -0.00 5 . >999 180
EICLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 5 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=10/Mechanical, 2=130/0-7-8, 4=1/Mechanical
Max Horz 2=23(LC 12)
Max Uplift 3=-1 (LC 9), 2=-58(LC 12), 4=-1 (LC 1)
Max Grav 3=1 1 (LC 3), 2= 1 30(LC 1), 4=9(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=1 40mph (3-second gust) Vasd=1 08mph; TCDL=4.2psf; BCDL=3.Opsf, h=1 5ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 4.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
WARNING - Verify design parameters and READ NOrES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ME, Design valid for use only with MiTekQD connectors. This design is based only upon parameters shown, and is for an individual building component, not ;Xq R
truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall iff"
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 whh possible personal injury and property damage. For general guidance regarding the
fabricat ion, storage, delivery, erection a nd braci ng of trusses and tru ss system s, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate instilute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Scl/Sebring 11-2410-A
T15412026
PS2410A-1_2 4C.13 JACK 2
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:58:34 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-506kEM?dErYOsgYdYo.eNONN WijAVpQooFJFaFyQBsp
1-0-0 3-0-0
1 0-0 3-G-0
2x4 =
LOADING (pso SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.08
TCDL 10.0 Lumber DOL 1.25 Bc 0.08
BCLL 0.0 Rep Stress Incr YES WIB 0.00
BCDL 10.0 Code FBC2017ITP12014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=70/Mechanical, 2=188/0-7-8, 4=38/Mechanical
Max Horz 2=41 (LC 12)
Max Uplift 3=-21 (LC 12), 2=-55(LC 12)
Max Grav 3=70(LC 1), 2=1 88(LC 1), 4=51 (LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale = 1:9.4
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) -0.00 7 >999 240 MT20 244/190
Vert(CT) -0.01 4-7 >999 180
Horz(CT) -0.00 3 n/a n/a
Weight: 11 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 2-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc, FIL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
WARNING - Verity design parameters and READ NOrES ON THIS AND INCLUDED MIrEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MlTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
MiTek*
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Sebring 11-241 O-A
T15412027
PS2410A-1_2 4HI MONO HIP I
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:58:35 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-Zag6RiOG?8htTq7p6zwtwEwQjvzoE6Sylu2O6hyQBso
5-0-0 10-7-8
1-10 5-0-0 5-7-8
Scale = 1:19.4
4x8
10 11
3X4
12 4
3x4 3x4 —
5-0-0 10-7-8
5-0-0 5-7-8
Plate Offsets (X,Y)— [3:0-5-4,0-2-01
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 0.60 Vert(LL) -0.04 5-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.09 5-6 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT) 0.02 5 n/a n/a
BCDL 10.0 Code FBC2017FrPI2014 Matrix -MS Weight: 46 lb FT = 20%
LUMBER- BRACING.
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 5-1-0 oc puffins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=620/0-7-8,5=632/0-7-8
Max Horz 2=61 (LC 8)
Max Uplift 2=1 38(LC 8), 5=-1 24LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1212/223
BOTCHORD 2-6=-228/1126, 5-6=-223/1145
WEBS 3-6=0/356, 3-5=-1 090/210
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except dt=lb)
2=138,5=124.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 169 lb down and 168 lb up at This item has been5-0-0, and 50 lb down and 67 lb up at 7-0-12, and 50 lb down and 67 lb up at 9-0-12 on top chord, and 87 lb down at 5-0-0, and 36
lb down at 7-0-12, and 36 lb down at 9-0-12 on bottom chord. The design/selection of such connection device(s) is the electronically signed and
responsibility of others. sealed by Finn, Walter, PE
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). using a Digital Signature.
Printed copies of this
LOAD CASE(S) Standard
document are not considered1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25
Uniform Loads (pI9 signed and sealed and the
Vert: 1-3=-60, 3-4=-60, 5-7=-20 signature must be verified
Concentrated Loads (lb)
on any electronic copies.
Vert: 3=-122(F) 6=-74(F) 1 1=-50(F) 12=-50(F) 13=-28(F) 14=-28(F) Walter P. Finn FIE No.22839
MiTek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
October 24,2018
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473ra, 1010312015 BEFORE USE.
Design valid for use only with MiTelk(9) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type aty Ply Park Sq/Sebring 11-2410-A
T15412028
PS2410A-L2 4J5 JACK 3
Job Reference (ootionah
iviia-t-ionaa Lumoer, t5arTOW, r L. t$.l 'iu s mar i i zui b mi i elt inaustries, Inc. vvea UCt Z4 I 2:bt5:6b ZU1 It Hage I
I D: rFfnwM3Wq?GifrcQMh4ZDxyq_6K-Zag6RiOG?8htTq7p6ZWKvEwVCvOaEGgy1 u206hyQ Bso
5-0-01-0-0
1-0-1 5-0-0
2x4 =
5-0-0
Scale = 1: 12.7
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 0.31 Vert(LL) 0.04 4-7 >999 240 MT20 244/190
TCDL 10.0 d Lurnber DOL 1.25 BC 0.26 Vert(CT) -0 06 4-7 >983 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2017f-rPI2014 Matrix -MP Weight: 17 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=126/Mechanical, 2=26410-7-8, 4=65/Mechanical
Max Horz 2=60(LC 12)
Max Uplift 3=-41(LC 12), 2=-63(LC 12)
Max Grav 3=126(LC 1), 2=264(LC 1), 4=89(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=15ft; B=45ft; L=24ft, eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Farke East Blvd. Tampa Fl. 33610
Date:
October 24,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev, 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fa brication, storage, delivery, e rection and b raci n g of t russes an d 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, Suile 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sci/Sebring 11-241 O-A
T1 5412029
PS2410A-1_2 4KJ5 JACK 1
mio-t-ionaa LUITIDer, t5anow, t-L. ?j.ious mar I I I Inc. vvea u cl Z4 I z:ots:ob /u its iage i
I D: rFfnwM3Wq?GifrcQMh4ZDxyq_6K- I nDUe 11 umSpk5ziOgG 1 6TRSYgJHlzjv5GYoyr7yQ Bsn
1-5-1 3-11-12 7-0-14
0 3-11-12 3-1-2
Scale = 1:16.3
2.83 F1_2
2
3x4
10
12
3
5
4
7
7-0-14
7-0-14
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/def! L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.12 5-8 >713 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 13C 0.61 Vert(CT) -0.25 5-8 >332- 180
BCLL 0.0 Rep Stress Incr NO W3 0.00 Hor7(CT) 0.00 2 n1a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 24 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=1 81 /Mechanical, 2=378/0-10-10, 5=1 01 Mechanical
Max Horz 2=60(LC 8)
Max Uplift 3=-54(LC 8), 2=-98(LC 8)
Max Grav 3=181(LC 1), 2=378(LC 1), 5=132(LC 3)
FORCES. (b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft; L=24ft; eave=4ft; Cat.
11 Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DCL=11.60
2) Tkis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4 lb down and 10 lb up at 1-6-1,
4 lb down and 10 lb up at 1-6-1, and 4 lb down and 38 lb up at 4-4-0, and 4 lb down and 38 lb up at 4-4-0 on top chord, and 2 lb up
at 1-6-1, 2 lb up at 1-6-1, and 7 Ito down at 4-4-0, and 7 lb down at 4-4-0 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
This item has been1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25
electronically signed andUniformLoads (plf)
Vert: 1-3=-60, 4-6=-20 sealed by Finn, Walter, PE
Concentrated Loads (11b) using a Digital Signature.
Vert: 11=1(F=l, 13=11) 12=-15(F=-7, B=-7) Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 r— 1010312015 BEFORE USE. MMMI, Design valid for use only with MiTel<0 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall FM
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and 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/Sebring 11-2410-A
T15412030
PS2410A-1_2 5J JACK 6
Job Reference (optional)
IVIIU-r 10HUa LUMI)eF, banow, r-L.
61 1
b* 1'5u s mar t I zv to mi I eK inausines, Inc. vvea uct z4 I z:oo:J0 zvi 6 Vage i
ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-1 nDUe1 lumSpk5ziOgGl6TRSfWJMczjv5GYoyf7yQBsn
1-0-0 5-0-0
Scale = 1: 17.8
3x4
5-0-0
5-0-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.04 4-7 999 240 MT20 244/190
TCDL 10.0 Lumber, DOL 1.25 BC 0.27 Vert(CT) 0.06 4-T 994 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 18 lb FT 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=130/Mechanical, 2=264/0-7-8, 4=62/Mechanical
Max Horz 2=90(LC 12)
Max Uplift 3=-53(LC 12), 2=-51 (LC 12)
Max Grav 3=130(LC 1), 2=264(LC 1), 4=92(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown.
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=15ft; 13=45ft; L=24ft; eave=4ft; Cat.
11; Exp 6; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 4-11-4 zone;C-c for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
WARNING - Varifyd-ignp.rameters 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 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/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Selbring 11-2410-A
T15412031FReferencePS24110A-1_2 At HIP
obJb Referen (optional)
0416
0. 1 OU b IV— I I ZU 10 IVII I eK irmustries, inc. vveu uci z4 iz:nz5:,,t5 zu I ti I -age 1
ID:rFfnwM3Wq?GjfrcQMh4ZDxyq_6K-z9LE3j28133SKHsOnh4aYsYwF7ukRYTOjsH2jOyQBsI
2-10,3 19,0,0 7-,l 3 3-_-,l 40-0-00
1--001HI6-M 6_.T 2-0-1 -13 6-8-5
Scale = 1:74.3
5x5
5x5
25
1. 11 1 D 4.
14 13
ztl 1z liu I I
3x6 MT20HS
3x4 3x8 MT20HS
3x4 = 3x4 3x8 MT20HS = 3x4 3x6 MT20HS
19-0-0 21-0-0
10
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in floc) I/defl L/d PLATES GRIP
TcLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.37 14-16 999 240 MT20 244/190
TCDL 10.01 Lumber DOL 1.25 BC 0.93 Vert(CT) 0.64 14-16 748 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.14 9 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 216 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-6-8 oc purlins.
BOTCHORD 2x4 SP No.1 *Except* BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
12-15: 2x4 SP No.2 WEBS 1 Row at mic1pt 4-14,7-13
WEBS 2x4 SP No.3
REACTIONS. Ib/sizei) 2= 1660/0-7-8, 9=1 660/0-7-8
Max Horz 2=-213(LC 10)
Max Uplift 2=-302(LC 12), 9=-302(LC 12)
FORCES. (b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3036/940, 3-4=-2789/901, 4-5=-19691748, 5-6=-1686/712, 6-7=-1969/748,
7-8=-2789/901, 8-9=-3036/940
BOTCHORD 2-16=-738/2802, 14-16=-557/2277, 13-14=-322/1732, 11-13=-563/2180, 9-11 =-744/2670
WEBS 3-16=-375/218, 4-16=-1 13/632, 4-14=-794/348, 5-14=-216/641, 6-13=-216/640,
7-13=-794/348, 7-11 =-I 13/632, 8-11 =-375/21 8
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(l) 3-0-0 to 19-0-0, Exterior(2) 19-0-0 to
21-0-0, Interior(l) 26-7-14 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip
DOL=11.60
3) Provide -adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
This item has been5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide electronically signed and
will fit between the bottom chord and any other members, with BCDIL = 10.0psf. sealed by Finn, Walter, PE
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) using a Digital Signature.
2=302,9=302.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
VValter P. Finn PE No.22839
MiTek USA, Inc. FIL Deft 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
October 24,2018
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 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 verify the applicability of design parameters and property incorporate this design into the overall pal'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPl1 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/Sebring 11-2410-A
T15412032
PS2410A-1_2 A2 HIP 1
Job Reference (optional)
Mid-Flonda Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTelk Industries, Inc. Wed Oct 24 12:58:39 2018 Page 1
ID:FFfnwM3Wq?GifrcQMh4ZDxyq_6K-RMvdH33m3NBJyRRbLPbp4446fxDSAtQXyWOcFSyQBsk
0 17-M 23-0-0 1-5-13 33-_l 1, 311 jOtO-0 41 -0
i_, 3__ 5 5_ 5101IL10-5 5-5-113 5-13 6-0-0 1-01
06
416
5x5 5x8 MT20HS
Ann F19 524 6 25
it) zi Z15 I'll 14 Z
13
lz JU al I I
3x6 MT20HS
3x4 3x8 MT20HS =
3x4 =
3x8 MT20HS 3x4
3x8 MT20HS =
Scale = 1:74.3
3X6 MT20HS —
10 6
B-9-4 110-0 Z3-0-0 31-2-12 4000
i i 8-2-128-9-4 0 0 B-2-12 8-9
Plate Offsets (X,Y)— 2:0-2-12.D-1-81, [3:0-2-8,0-3-01, [5:0-2-8.0-2-41, 6:0-5-8.0-2-41, [8:0-2-8.0-3-01, [9:0-2-12,0-1-81
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.25 14-16 , >999 240 MT20 - 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) 0.49 11-13 >972 180 MT20HS 187/143
EICLL 0.0 Rep Stress Incr YES WI3 0.85 Horz(CT) 0.15 9 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 221 lb FT = 20%
LUMBER- El
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-9-12 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3 WEBS I Row at midpt 6-14
REACTIONS. lb/size) 2=1 660/0-7-8, 9=1 660/0-7-8
Max Horz 2=-1 92(LC 10)
Max Uplift 2=-302(LC 12), 9=-302(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3085/986, 3-4 28821957, 4-5 2134/815, 5-6 1864/786, 6-7 21421815,
7-8=-2895/957, 8-9 3099/986
BOTCHORD 2-16=-796/2853, 14-16=-637/2395, 13-14=-434/1894, 11-13=-644/2278, 9-11 =-803/2721
WEBS 3-16=-337/195, 4-16=-105/540, 4-14=-680/306, 5-14=-180/649, 6-13=-179/722,
7-13=-680/306, 7-11 =-1 05/539, 8-11 =-337/195
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp B; Encl., GCpi=O.l 81 MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(l) 3-0-0 to 17-0-0, Exterior(2) 17-0-0 to
28-5-13, Interior(l) 28-5-13 to 41 -0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This item has been
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-G-0 wide
electronically signed andwillfitbetweenthebottomchordandanyothermembers, with BCDIL = 1 O.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) sealed by Finn, Walter, PE
2=302,9=302. using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
Walter P. Finn PE No.22839
MiTek USA, Inc. FIL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24.2018
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 MiTelkV connectors. This design is based only upon parameters shown, and is for an individual building component, not F;:;q
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall avu
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 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/Sebring 11-2410-A
T15412033
PS241OA-L2 A3 HIP 1
Job Reference (optional)
mia-rionaa LUMDeF, t5anow, t-L. 0. 1 u s 1v1d[ 1 1 zu lo 1v11 I en 1r1uu`[1Z 111' vvuu uut - "o.— — lo - yu i
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-wYT?UP40qhJAabOnv662dHdDXwZQvSHhBArn9ouyQBsi
15-0-0 25-0-0 32-2-12 0 4 -0
7-2-12 T1
0
1 -011117'-691 7-2-12 1_0
0_10 5-0-0 17 11
5x8 MT20HS =
6.00 F12 1.5x4 11
5x8 MT20HS
255 26 6
16 14 13 12 10
3x6 MT20HS
1.5X4 11 M MT20HS 3x8 MT20HS 3X4 1.5X4 11 3x6MT20HS
3x4 3X6 MT20HS
15-0-0 20-0-0
Scale = 1:74.3
9 146
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP
TCLL 20.0. Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.18 13 - 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(CT) 0.36 10-12 999 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.15 8 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 221 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=1660/0-7-8,8=1660/0-7-8
Max Horz 2=-1 70(LC 10)
Max Uplift 2=-302(LC 12), 8=302(1_C 12)
BRACING-
TOPCHORD Structural wood sheathing directly applied.
BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 3-14,7-12
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3048/996, 3-4=-2342/851, 4-5=-2134/862, 5-6=-2134/862, 6-7=-2342/851,
7-8=-3048/996
BOTCHORD 2-16 793/2667,14-16=-79412661,13-14=-505/2014,12-13=-511/2004,10-12=-800/2645,
8-10=-799/2651
WEBS 3-16=0/329, 3-14=-7501333, 4-14=-1 20/535, 4-13=-1 20/383, 5-13=-325/170,
6-13=-1 20/383, 6-12=-1 20/535, 7-12=-751/333, 7-1 0=0/329
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(l) 3-0-0 to 15-0-0, Exterior(2) 15-0-0 to
30-7-14, Interior(l) 30-7-14 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) 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, with BCDL = 1 O.Opsf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=302,8=302.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
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 MiTelk(R) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and 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 oftrusses and truss systems, see ANSIrrPI1 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, Ale.andria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Sebring 11-2410-A
T15412034
PS2410A-1_2 A4 HIP 1
Job Reference (optional)
mia-t-ionaa Lumoer, banow, t-L. d,,ju s Ni., I , u,,, .,, e,, n.Ls,nS, in(;. .. i,). ,; u,tI age i
ID:rFfr wM3Wq?GifrcQMh4ZDxyq_6K-OklNil5Ob—ROBlbzSqdH9V9QJKxGeqSqQqVIKLyQBsI
13-0-0 0_0_0 27-0-0 3 2- 2 40-0-011-001 6611 _2-1 i IZZ 7-0-0 -_2 _ 1'2 6-9-4
Scale = 1:72.9
5x8 MT20HS
1.5X4 11
4 25 26 5 27
5x8 MT20HS =
28 6
9
16 is 14 111
13 11 10
3x6 MT20HS
1.5x4 11 3x6 MT20HS 3x8 MT20HS 3x4 = 1.5X4 11 3x6 MT20HS
3x4 = 3x6 MT20HS =
6-9-4 13-0-0 20-0-0 27-0-0 33-2-12
LOADING (psf) SPACING- 2-G-0 CS1. DEFL. in (loc) I/defl Ud
TCLL 20.9 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.20 13 999 240
TCDL 1 0.0 Lumber DOL 1.25 Bc 0.81 Vert(CT) 0.42 13-15 999 180
BCLL 0.0 Rep Stress Incr YES WEI 0.62 Horz(CT) 0.16 8 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2= 1660/0-7-8, 8 = 1660/0-7-8
Max Horz 2= 1 49(LC 11)
Max Uplift 2=-302(LC 12), 8=-302(LC 12)
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 212 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOTCHORD Rigid ceiling directly applied or 6-4-12 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3097/1033, 3-4=-25061900, 4-5=-2493/962, 5-6=-2493/962, 6-7=-25061900,
7-8=-3097/1033
BOTCHORD 2-16=-836/2731, 15-16=-836/2731, 13-15=-577/2190, 11-13=-583/2166, 10-11 =-842/2705,
8-10=-84212705
WEBS 3-16=0/269, 3-15=-626/297, 4-15=-101/499, 4-13=-180/578, 5-13=-481/254,
6-13=-1801578, 6-1 1=-101/499, 7-11=-627/297, 7-10=0/269
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=40ft; eave=5ft; Cat.
11; Exp B; Encl., GCpi=0.18 MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(l) 3-0-0 to 13-6 0, Exterior(2) 13-0-0 to
32-7-14, Interion(l) 32-7-1 to 41-0-0 one;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, with BCDL = 10.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
2=302,8=302.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
VValter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cert 6634
69D4 Parke East Blvd. Tampa Fl. 33610
Date:
October 24,2018
WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the 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
fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AJexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq/Sebring 11-2410-A
T15412035
PS241OA-L2 A5 HIP 1
Job Reference (optional)
mici-Fionaa Lumber, bartow, t-L. " I I "'t e" Z. 'u'. '-Y 0" "u s 'Z
ll:rFlwM3Wq?G!fFcQMh4ZDxyq_6K-sxblv55fMlZtpu9AOX8vviiidwkidNLkzeUFGsnyQBsh
01 _0 4-22-'122 101 120-
2
7 -'9 2111-7 29
5_
0,0 4-Og5_
4 L:9-_
6-0-9 1 -o-d9' '_0_
Scale = 1:72.9
5x8 MT20HS
4 27
1.5x4 3X4 =
5 28 629
5x8 MT20HS —
30 7
10
18 17 — 15 14 12 11
3x6 MT20HS
1.5X4 11 3x4 = 3x6 MT20HS = 3x8 3x4 = 3x6 MT20HS = 3X4 1.5X4 11 34 MT20HS
1 7-0-1 22-11-7 29-1-0 U 2- 2
5 2144 40-0011-0-02-12 5-10-13 -_2 1129 '._9 5 1
Plate Offsets (X,Y— 12:0-2-12.0-1-81, [4:0-5-8,0-2-41, [7:G-5-8.0-2-41, [9:0-2-12,0-1-81
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 - Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.23 14-15 - >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.47 14-15 >999 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr YES WEI 0.36 Horz(CT) 0.17 9 n/a n/a
BCDL 10.0 Code FBC2017frPI2014 Matrix -MS Weight: 217 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-9-9 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 6-3-12 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1660/0-7-8, 9=1660/0-7-8
Max Horz 2=-1 28(LC 10)
Max Uplift 2=-302(LC 12), 9=-302(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3139/1062, 3-4=-2660/948, 4-5=-2854/1057, 5-6=-2854/1057, 6-7=-2854/1058,
7-8=-2660/948, 8-9=-3139/1062
BOTCHORD 2-1 8=-871/2751, 17-1 8=-871/2751, 15-17=-647/2319, 14-15=-809/2854, 12-14=-652/2319,
11 -1 2=-877/2751, 9-11 =-877/2751
WEBS 3-17=-516/259, 4-17=-92/408, 4-15=-264/822, 5-15=-380/213, 6-14=-439/215,
7-14=-265/823, 7-12=-92/408, 8-12=-517/259
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0, Interion(l) 3-0-0 to 11-0-0, Exterior(2) 11-0-0 to
34-7-14, Interior(l) 34-7-14 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated. This item has been
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically signed and6) * 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. sealed by Finn, Walter, PE
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) using a Digital Signature.
2=302, 9=302. Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
VValter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24.2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with 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 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, FL 36610
Job Truss rT uss Type Qtyy Ply Park Sc/Sebring 11 -241 O-A
717 T15412036
PS2410A-1_2 AS HIP
Job eference (optiona
1V11U-r1U11Ud LUMUel, Dd[IUW, rL. o. j.5u s iviar i i zu m nin i eK inoustres, inc. vvea UCI Z4 12 !)0 4J zuid 1-age i
I D: rFfnwM 3Wq ?GifrcQ M h4Z Dxyq_6K-K7 976 R6 H 7chkR2 kM a Efl FwFpRBb?6n37t8—p OD yQ Bsg
14 -14 0-0-0 211-2 31-0-0 M-2-12 0-0-0 -0-
4 5-5-2 5-6-14HI4-211 Z20102 6-1 _'_2 4_2_12 4_g_4 _0
Scale = 1:72.5
4
5x8 MT20HS —
3x4
6 oo F1_2 4 27 285
5X5 3x4 =
6 7 29 30
5X8 MT20HS =
11.5X4
1.5X4
9
25
313
32
18 17 16 15 14 13 12
3x8 MT20HS
3x4
3x6 MT20HS
3x8 MT20HS
3x4
3x4
3x8 MT20HS
3x4 3x6 MT20HS
4-1- 4 31-0-0
F.
46
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TP12014
CS1.
TC 0.55
BC 0.93
VVB 0.42
Matrix -MS
DEFL. in (loc) I/def! L/d
Vert(LL) -0.29 - -15- >999 240
Vert(CT) -0.58 15-16 >823 180
Horz(CT) 0.18 10 n/a n/a
PLATES
MT20
MT20HS
Weight: 212 lb
GRIP
244/190
1871143
FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-8-12 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=1660/0-7-8, 10=1660/0-7-8
Max Horz 2=-107(LC 10)
Max Uplift 2=-302(LC 12), 10=-302(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-3123/1108, 3-4=-2832/983, 4-5=-3287/1179, 5-6=-3541/1248, 6-7=-3541/1248,
7-8=-3287/1179, 8-9=-28321983, 9-10=-3123/1108
BOTCHORD 2-18=-918/2766, 16-18=-706/2484, 15-16=-962/3287, 14-15=-965/3287, 12-14=-711/2484,
10-12=-924/2766
WEBS 3-18=-340/242, 4-18=-65/396, 4-16=-371/1108, 5-16=-611/263, 5-15=-94/393,
6-15=-311/154, 7-15=-94/393, 7-14=-611/263, 8-14=-371/1108, 8-12=-65/396,
9-12=-341/241
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft, L=40ft; eave=5ft, Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(l) 3-0-0 to 9-0-0, Exterior(2) 9-0-0 to
36-7-14, Interion(l) 36-7-14 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water poncling. This item has been4) 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. electronically signed and
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide sealed by Finn, Walter, PE
will fit between the bottom chord and any other members. using a Digital Signature.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) Printed copies of this
2=302,10=302.
document are not considered
signed and sealed and the
signature must be verified
on any electronic copies.
VValter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-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 Bet
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 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 Qty Ply Park Sq/Sebring 11-241 O-A
T15412037
P5241OA-L2 A7 HIP
2 Job Reference (optional)
1. 1 --.' . '. o' ' o b "'I'" i i zv io ivu i eK iriousirie5, inc. vveu uct z4 iz:00:40 zu W Iage i
HO -0
3-9-
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-GWGuX68XfDxSgMukhfiDKLK4LxJTab4QKSTwT6yQBse
0
1-20-"12 12-33-,7 1 1-_11 2 22-13-14 27-8-2 53_0_0 16-2_12 1 10_0_0 _15-1-11 _3-7 3-2_ 2 3-1-1 110-C),
Scale = 1:68.6
5x8 =
3x4 — 1.5X4 11
6.00 r1_2 4 23 24 5 25 26 6
c?
2
5x8 MT20HS —
5x5 3x4 —
7 27 8 28
1.5x4
3
1
Z
1.5X4
10
18
29 30 17 31 32 16 15 14 13
4X6
4x4
7x6
4x8 MT20HS 4x4 7x6 4x4
4X6
2-1:4 3- - 40-0-0
LOADING (ps SPACING- 2-0-0 CS1. DEFL. in (loc) PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.36 16-17 999 2 4 0 MT20 244/190
TCDL 10.6 Lumber DOL 1.25 BC 0.80 Vert(CT) 0.75 16-17 638 180 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(CT) 0.13 11 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 481 lb FT = 20%
LUMBER-
TOPCHORD 2x4 SP NO.2 *Except*
4-7: 2x4 SP No. 1
BOTCHORD 2x6 SP No.2 *Except*
14-17: 2x6 SIP DSS
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=3520/0-7-8, 11 =2486/0-7-8
Max Horz 2 85(1_C 6)
Max Uplift 2=-899(LC 8), 11 =-563(LC 8)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES. (b) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
TOPCHORD 2-3=-7379/1887,3-4=-7191/1857, 4-5=-9755/2549,5-6=-10014/2529,6-7=-10014/2529,
7-8=-8623/2091, 8-9=-6789/1608, 9-10=-4897/1110, 10-11=-5097/1148
BOTCHORD 2-18=-1629/6573, 17-18=-1564/6424, 16-17=-2440/9784, 15-16=-1989/8675,
14-15=-150616854,13-14=-893/4360,11-13=-969/4534
WEBS 3-18=-255/74, 4-18=-1 7/558, 4-17=-1 046/4054, 5-17=-729/227, 5-16=0/844,
6-16=-281/88, 7-16=-684/1673, 7-15=-1 268/395, 8-15=-562/2177, 8-14=-1 557/423,
9-14=-719/2981. 9-13=-10/344
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 0-6-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat.
ll Exp B Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=11.60 plate grip DOL=11.60
5) Provide adequate drainage to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
2=899,11=563.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 208 lb up at
7-0-0, 97 lb down and 106 lb up at 9-0-12, and 97 lb down and 106 lb up at 11-0-12, and 97 lb down and 106 lb up at 13-0-12 on
top chord, and 327 lb down and 97 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12, and 66 Ito down at 13-0-12, and
1804 lb down and 564 lb up at 13-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of
AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(ID connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH Quality Criteria, DSB-89 and BCSI Building Component
Safety Infonnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314,
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Waller P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job Truss Truss Type
Q1'y Ply Park Sq/Sebring 11-2410-A
T15412037
Job
PS2410A-1_2 A7 HIP 2 Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:58:45 2018 Page 2
ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-GWGuX68XfDxSgMukhfiDKLK4LxJTab4QKSTwT6yQBse
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=-60, 4-9=-60, 9-12=-60, 2-11 =-20
Concentrated Loads (11b)
Vert: 4=-142(F) 18=-327(F) 23=-97(F) 24=-97(F) 25=-97(F) 29=-41(F) 30=-41(F) 31=-41(F) 32=-1804(F)
WARNING Verify designparameters 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 F;ZR EH
a ystem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall W" tn'ss s
MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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 T uss Truss Type Qty Ply T Park Sci/Sebring 11-2410-A
T15412038
PS2410A-L2 131 COMMON 2 1 Jo'b Reference (opt one
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:58:45 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-GWGuX6BXfDxSgMukhfiDKLK66xH7ajrQKSTwT6yQBse
F 1 -0-0 i 7-3-12 14-4-0 21-4-4 B_o
1-1-0 7-3-12 7-0-4 7-0-4 1-3-12 1-0-0
Scale= 1:50.0
4x4
Z1
6
4x4 =
9-8-13
6.00 [12
3x4 4x4
LOADING (ps SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.67
TCDL 10.0 Lumber DOL 1.25 BC 0.95
BCLL 0.0 Rep Stress Incr YES WB 0.28
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1207/0-3-8, 6=1207/0-3-8
Max Horz 2=1 47(LC 11)
Max Uplift 2=-315(LC 12),6=-315(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2018/606, 3-4=-1 797/600, 4-5=-1 797/600, 5-6=-2018/606
BOTCHORD 2-1 0=-433/1783, 8-1 0=-1 9711148, 6-8=-448/1760
WEBS 4-8=-1 94/746, 5-8=-452/260, 4-1 0=-1 94/746, 3-1 0=-452/260
3x4
18-11-3
44
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) -0.32 8-10 >999 240 MT20 244/190
Vert(CT) -0.45 10-13 >767 180
Horz(CT) 0.07 6 n/a n/a
Weight: 131 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-3-10 oc purlins.
BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 14-4-0, Exterior(2) 14-4-0 to
17-4-0 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 boftom 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=315,6=315.
14'
6
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
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 MiTelkal) 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. 1 Tampa, FL 36610
Job Truss Tru ss Type Q! ty Ply Park Sq/Sebring 11-241 O-A
T15412039
PS2410A-1_2 B2 HIP 2
Job Reference (ootionah
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Inclustiries, Inc. Wed Oct 24 12:58-46 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-kiqGIS89QX3J]W-FxFNDSsYtKPLg7J4Czz6DT?YyQBsd
6-94 1 Y-0 1 21-10-12 28-8-0 _01F-11 -00-00 6-94 6-2-12 2-_-O 6-2-12
i
6-9-4 19 01
48 = Scale = 1:50.0
4x4 =
C4
13 12 . . I u 9
3x4 1.5.4 3x4l = 3x4 = 1.5X4 3x4
3x8 =
Plate Offsets (X,Y)— [4:0-5-4,0-2-01
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.09 -12 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.20 12-13 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.08 7 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 152 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-7-4 oc, purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 8-2-2 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1 207/0-3-8, 7=1 207/0-3-8
Max Horz 2=1 34(LC 11)
Max Uplift 2=-315(LC 12), 7=-315(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2107/660,3-4 1491/543,4-5=-12561540,5-6=-1492/543,6-7=-2106/660
BOTCHORD 2-13=-500/1822, 12-13=-500/1822, 10-12=-258/1254, 9-10=-509/1821, 7-9=-509/1821
WEBS 3-13=01289, 3-12 656/277, 4-12=-1041391, 5-10=-128/393, 6-10=-654/277, 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=108mph; TCDL=4.2psf ' BCDL=3.Opsf ' h=25ft B=45ft L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(,) 2-0-6 to 13-6-0, Eterior(2) 13-0-0 to
15-8-0, Interior(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 poncling.
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) This item has been2=315,7=315.
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
October 24,2018
AWARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 re, 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 Dot
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, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Ply Park Sq/Sebdng 11-2410-A
T15412040
PS241OA-L2 B3 HIP 2
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:58:47 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-CuOeyo9nAqBAvg27p4khPmPR\/12P2czjomylY—yQBsc
11-0-0 17-8-0 22-10-12 i -M
Fl' -
0-0 8_11_0
N, 5-2-12 6-8-0 5-2-12 5-11
48
4 22 23
Scale = 1:50.0
4x4
24 255
13 12 1 u 9
3x4 1.5X4 11 3x4
3x4 3x8 1.5x4 11 3x4
17-8-0
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017fTP12014
CS1.
TC 0.74
BC 0.58
WB 0.36
Matrix -MS
DEFL. in (loc) I/clefl Ud
Vert(LL) -0.09 10-12 >999 240
Vert(CT) -0.21 10-12 >999 180
Horz(CT) 0.08 7 n/a n/a
PLATES GRIP
MT20 244/190
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 SID No.3 WEBS 1 Row at midpt 4-10
REACTIONS. (lb/size) 2=1207/0-3-8, 7=1207/0-3-8
Max Horz 2=1 15(LC 11)
Max Uplift 2=-315(LC 12), 7=-315(LC 12)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2145/706, 3-4 1660/605, 4-5=14271595,5-6 1660/605, 6-7 2145/706
BOTCHORD 2-13=-550/1863, 12-13=-550/1863, 10-12=-348/1427, 9-10=-559/1863, 7-9=-559/1863
WEBS 3-12 510/232, 4-12=-75/421, 5-1 0=-77/421, 6-1 0=-510/232
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 B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-6 to 11-0-0, Eterior(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) 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 ioad 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) This item has been
2=315,7=315.
electronically signed and
sealed by Finn, Walter, 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.
VValter P. Finn PE No.22839
Wak USA, Inc. FL Cert 6634
69134 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
A 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 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 vedfy the applicability of design parameters and properly incorporate this design into the overall DUN
building design. Bracing indicated is to prevent bucking 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 ANSIrrPI1 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, FIL 36610
Job Truss Truss Type Qty Ply Park Sq/Sebring 11-2410-A
T15412041
PS2410A-1_2 B4 Hip 2
Job Reference (oDtionah
Mia-i-lonaa Lumber, bartow, i-L. b.1:3ti s Mar I I ZU16 Mi I eK Inaustnes, Inc. VVea UCt 24 112:bt5:46 ZU16 Flage I
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-h5yOA8APxBJlXpdJNoFwyzyht9KDn6BSlQia4RyQBsb
4 14-4-0 23-10-12 8 T29-0-0 19-8-0 80 19 10441-4 Z2-12 5-4-0 11-0 4-2-12 41-4
Scale = 1:50.0
4x8
21
1.5X4 11 4x8
22 5 23 24 6
13 - I I lu
44
3x4
3x4 =
3x8 3x4 4X4
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017rrPI2014
CS1.
TC 0.44
BC 0.79
VVB 0.17
Matrix -MS
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) I/defl Lid
0.15 13-16 - >999 240
0.34 13-16 >999 180
0.08 8 n/a n1a
PLATES GRIP
MT20 244/190
Weight: 145 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-8-5 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 7-6-3 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1207/0-3-8, 8=1207/0-3-8
Max Horz 2=96(LC 11)
Max Uplift 2=-315(LC 12), 8=-315(LC 12)
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, 10-1 1=-419/1588, 8-10=-61711884
WEBS 3-13=-346/224, 4-13=-57/408, 4-1 1=-151/418, 5-1 1=-366/192, 6-1 1=-151/418,
6-1 0=-57/408, 7-1 0=-346/224
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpj=O.l 8; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to
24-0-11, Interior(l) 24-0-11 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 This item has been
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) electronically signed and
2=315,8=315. sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
WARNING- Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 r— 1010312015 BEFORE USE. ILME11
Design valid for use only with MiTek(li) 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 M9
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 QualitIy 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, I'L 36610
Job Truss Truss Type oty Ply Park Sq/Sebring 11-241 O-A
T15412042
PS241OA-L2 65 HIP 2
ob Reference (optional)
viiu-i-juilUd LUITWel, t5drtuw, rL. 0'' 3u S Iviar I zu Its I'll i eK inctusines ' Inc. vvea UCT Z4 IZ:0t5:DU ZU Id vage i
rID:rFfnwM3Wq?GifrcC)Mh4ZDxyq_6 _dT4naqCgTiZim7niUC10101xpy?DFw — 9UkBh8JyQBsZ
3- 7_'_0 11- 11-4 1 6-98-812 21-8-0 24-10-12 28r'_0 _'_0' F,' - —0_,0 1 _2,
1 , 3
1 4-1 3-2-12 -iI-4 19012-12 4-11-4
c?
2
r-'-'
6.00 5_2
1.5X4
3
410 =
3x4 = 1.5x4 11 4xl 0
4 21 22235 24 25 26 6 2728 29 7
1
14 30 31 13 32 33 34 12 35 36 11
3x8
3x4 4x4 = 6x8 MT20HS 3x4
Scale = 1:50.0
1.5x4
6
A
10
3x8
7-0-0 1 6_8-812 21-8-0 28-8-011 ,
1
4 _
9_ 7-0-0 4. 4-11-4 7-0-0
Plate Offsets (X,Y)= 2.0-8-0,0-0-141. [4:0-7-0.0-2-01, r7:0-7-0,0-2-01, [9:0-8-0,0-0-141, [12:0-3-8.0-3-01L __
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d
TCLL 20. 0 P late Grip DOL 1.25 TC 0.80 Vert(LL) 0.25 12-13 999 240
TCDL 1 0.0 Lumber DOL 1.25 BC 0.89 Vert(CT) 0.50 12-13 682 180
BCLL 0.0 Rep Stress Incr NO WEI 0.54 Horz(CT) 0.15 9 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS
LLIMBER- BRACING-
TOPCHORD 2x4 SP No.2 *Except* TOPCHORD
4-7: 2x4 SP No.1 BOTCHORD
BOTCHORD 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=2141/0-3-8, 9=2141/0-3-8
Max Horz 2=77(LC 7)
Max Uplift 2=-652(LC 8), 9=-652(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-4222/1269, 3-4=-4023/1228, 4-5=-4702/1468, 5-6=-4700/1467, 6-7=4700/1467
7-8=-4023/1229, 8-9=-4222/1269
BOTCHORD 2-14=-1064/3732,13-14=-984/3591, 12-13=-132614702,11-12=-984/3592,
9-11=-1064/3732
WEBS 3-14=-260/93, 4-14=-64/602, 4-13=-421/1412, 5-13=-614/304, 6-12=-592/313,
7-12=-419/1409, 7-11 =-65/602, 8-11 =-261/93
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 147 lb FT = 20%
Structural wood sheathing directly applied or 2-3-5 oc purlins.
Rigid ceiling directly applied or 5-6-1 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft, B=45ft; L=24ft; eave=4ft; Cat.
11; Exp 8; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water poncling.
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=652,9=652.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 192 lb down and 211 lb up at
7-0-0, 97 lb down and 106 lb up at 9-0-12, 97 lb down and 106 lb up at 11-0-12, 97 lb down and 106 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 192 lb down and 211 lb up at 21-8-0 on top chord, and 307 lb down and 96 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb
down at 11-0-12, 66 lb down at 13-0-12, 66 lb down at 14-4-0, 66 lb down at 15-7-4, 66 lb down at 17-7-4, and 66 lb down at
19-7-4, and 307 lb down and 96 lb up at 21-7-4 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
This item has been
electronically signed and
sealed by Finn, Walter, 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.
VValter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cirt 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
q_9;1A!@ 99, R@99 --
AWARNING- Verify design patameter,s andREADNOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. SuIlINSI' Design valid for use only with MiTek(ID connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ou
building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BGSI 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 Type Qty Ply Park Sci/Sebring 11-2410-A
T15412042
PS2410A-1_2 HIP 2
Job Reference (optional)
Mid -Florida Lumber, Bartow, FIL. 6.uu s mar i i zui?j mi I eK moustries, Inc. vvea ucT z4 iz:z)6:z)u zu 10 Page 2
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-dT4naqCgTlZlm7niUC10101xpy?DFw-9UkBh8JyQBsZ
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, 7-1 0=-60, 15-1 8=-20
Concentrated Loads (lb)
Vert: 4=-1 45(F) 7=-1 45(F) 14=-307(F) 11 =-307(F) 21 =-97(F) 22=-97(F) 24=-97(F) 25=-97(F) 26=-97(F) 28=-97(F) 29=-97(F) 30=411 (F) 31 =41 (F) 32=41 (F)
33=41 (F) 34=41 (F) 35=41 (F) 36=41 (F)
WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ILMN
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 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 ANSIITPI1 Quail y 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/Sebring 11-2410-A
T15412043
PS241OA-L2 C11 COMMON 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:58:50 2018 Page 1
ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-dT4naqCgTlZlm7niUC10101?gyOiF?b9UkBh8JyQBsZ
100 6-94 13-0-0 19-2-12 26-0-0
11 - _ 6-94 6-2-12 6-2-12 6-9-4
4x4 Scale = 1:46.7
14
6
3x4 =
3x4 = 3x4 = 3x4 =
3x4 —
17-1-13
LOADING (josf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017fTP12014
CS1.
TC 0.55
BC 0.79
WB 0.24
Matrix -MS
DEFL. in (loc) I/defl Ud
Vert(LL) -0.19 7-9 >999 240
Vert(CT) -0.32 7-12 >973 180
Horz(CT) 0.05 6 n1a n/a
PLATES GRIP
MT20 244/190
Weight: 117 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-8-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 8-9-4 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 6=1039/Mechanical, 2=1 10110-7-8
Max Horz 2= 1 34(LC 11)
Max Uplift 6=-1 73(LC 12), 2=-209(LC 12)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-i8l9/550,3-4=-1630/551,4-5=-1634/570,5-6 1824/570
BOTCHORD 2-9=-425/1609, 7-9 200/1041, 6-7=-425/1591
WEBS 4-7=-186/687,5-7=-410/238, 4-9=-181/681, 3-9=-406/237
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=26ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to
16-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ct=lb)
6=1 73, 2=209. This item has been
electronically signed and
sealed by Finn, Walter, 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.
VValter P. Finn PE No.22839
MiTek USA, Inc. FIL Cart 6634
6904 Parke East Blvd. Tampa fl. 33610
Date:
October 24,2018
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 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 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 ANSIrTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610
Job T ss Truss Type Qty Ply Park Sq/Sebring 11-2410-A
T15412044
PS2410A-1_2 C2 HIP 1
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 201R MiTek Industries, Inc. Wed Oct 24 12:58:51 2018 Page I
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-5fd9oACIE3icOHLu2wpdZcaDZMQk—PXIjOwEhmyQBsY
11-0-0 i 20-2-12 26-0-0
1 5-2-12 4-0 O 5-2-12 5-94 1-0-0
cS
4x8 =
21
4x4 =
12 11 lu - b
Scale = 1:44.9
17
6
3x4 1.5x4 3x4 3x8 =
3x4
1.5.4 3X4
i 11-0-0 15'0_0 20-2-12 26-0-0 -
1
5-9, 5-2-12 4-0-0 5-2-12 5-9-4
Plate Offsets (X.Y)— [3:0-5-4.0-2-01
LOADING (psf) SPACING- 2-0-0 csI. DEFL. in floc) I/clefl Lid PLATES GRIP
TC LL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.07 11 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.15 11-12 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.06 6 n/a n/a
BCDL 10.0 Code FBC2017/-rP]2014 Matrix -MS Weight: 133 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-11-2 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 8-3-12 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1039/Mechanical, 6=1101/0-7-8
Max Horz I =-1 15(LC 10)
Max Uplift 1=-173(LC 12), 6=-209(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-1914/638, 2-3=-1416/534, 3-4 1203/530, 4-5=-1416/535, 5-6=-1920/639
BOTCHORD 1-1 2=-489/1673, 11-12=-489/1673, 10-11 =-277/1202, 8-1 0=-500/1664, 6-8=-500/1664
WEBS 2-11 =-548/244, 3-11 =-89/366, 4-1 0=-1 00/366, 5-1 0=-538/239
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=26ft; eave=4ft; Cat.
11; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 11-0-0, Exterior(2) 11-0-0 to
15-0-0, Interior(l) 19-2-15 to 27-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections. This item has been
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
1=173, 6=209. electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekt!) connectors. This design is based only upon parameters shown, and is for an individual building component, not FOR-4 H
a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall &VAN
ibuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pennanent 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 ANSlrrPI1 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
J Truss Truss Type Qty Ply Park Sq/Sebring 11-241 O-A
T154120LobPS2410A-1_2 C3 HIP
ah
mia-t-ionaa LumDer, tsanow, t-L.
ID:rFfnvvM3Wq?GifrcQMhZ K1i vv?q;C w 6p!'omhSjw2Sx2goDCyQBsX
9-0-0 13-0-0 70-0 21-2-12 6-0-0
4-11 4-2-12 4-0-0 4-2-12 4-11
Scale = 1:44.3
4x4
3x4
3 19 4 20
4x4 =
11 .- — 9
4x4 3x8
3x4 4X4
9-0-0 17-0-0
3x8
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d
TCLL 20. 0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.15 11-14 , 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(CT) 0.32 11-14 961 180
BCLL 0.0 Rep Stress Incr YES WEI 0.18 Horz(CT) 0.06 7 n/a n/a
BCDL 1 0.0 Code FBC2017/TP]2014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1039/Mechanical,7=1101/0-7-8
Max Horz I =-95(LC 10)
Max Uplift 1 =-1 73(LC 12), 7=-209(LC 12)
PLATES GRIP
MT20 2441190
Weight: 126 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 3-10-8 oc purlins.
BOTCHORD Rigid ceiling directly applied or 7-10-15 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-1 910/692, 2-3=1 600/572, 3-4=-1 384/559, 4-5=-1 381/563, 5-6=-1 597/577,
6-7=-1903/695
BOTCHORD 1 -11 =-54811689, 9-11 =-408/1493, 7-9=-557/1680
WEBS 2-11 =-362/231, 3-11 =-1 31/467, 4-11 =-259/109, 4-9=-262/115, 5-9=-1 21/466,
6-9=-354/228
NOTES -
I ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft, B=45ft; L=26ft, eave=4ft, Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interion(l) 3-0-0 to 9-0-0, Exterior(2) 9-0-0 to
21-4-11, Interion(l) 21-4-11 to 27-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=1b)
I= 173, 7=209.
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 MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.Z2839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd, Tampa FL 33610
Date:
October 24,2018
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job Truss Type tY Ply Park Sq/Sebring 11-241 O-A
T15412046
PS2410A-1_2 C4
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:58:53 2018 Page 1
ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-1 2lvDrEYmgyKdbVH9Lr5flfQlA62SMkbAiPL]eyQBsW
7-0-0 13-0-0 19-0-0 2_2- 2 i 270-0N-4 - 1
i
6 - 00
3-11 3-2-12 6-0-0 6-0-0 32 12 1-91 1
Scale = 1:443
4x8 — 1.5x4 I i 4x8
3 13 14 15 16 4 17 18 5
3x4 3X4 = 3x8 = 3x4 3x4 —
12 19 20 11 21 10 22 9
3x4 —
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017/TP12014
CS1. DEFL. in loc) Ildefl Ud
TC 0.93 Vert(LL) 0.06 1-12 999 240
BC 0.50 Vert(CT) 0.12 1-12 727 180
WEl 0.22 Horz(CT) 0.00 7 n/a n/a
Matrix-S
PLATES GRIP
MT20 244/190
Weight: 127 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. All bearings Mechanical except Ot=length) 7=0-3-8, 7=0-3-8.
lb) - Max Horz 1 76([_C 6)
Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 12=-1 96(LC 8), 11 =-282(LC 8), 9=-1 86(LC 8)
Max Grav All reactions 250 lb or less at joint(s) 1 except 12=1 102(LC 17), 11 =1065(LC 18), 9=1 080(LC 18),
7=312(LC 18), 7=307(LC 1)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown
WEBS 2-12=-275/100, 3-12=-4761159, 4-11 =-760/300, 5-9=-470/155, 6-9=-254/85
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft. B=45ft; L=26ft; eave=4ft, Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.6D plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except at=lb)
12=196,11=282,9=186.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 173 lb up at
This item has been
electronically signed and7-0-0, 97 lb down and 88 lb up at 9-0-12, 97 lb down and 88 lb up at 11-0-12, 97 lb down and 88 lb up at 13-0-0, 97 lb down and
88 lb up at 14-11-4, and 97 lb down and 88 lb up at 16-11-4, and 189 lb down and 173 lb up at 19-0-0 on top chord, and 327 lb sealed by Finn, Walter, PE
down and 75 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12, 66 lb down at 13-0-0, 66 lb down at 14-11-4, and 66 lb using a Digital Signature.
down at 16-11-4, and 327 lb down and 75 lb up at 18-11-4 on bottom chord. The design/selection of such connection device(s) is Printed copies of this
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).
document are not considered
signed and sealed and the
LOAD CASE(S) Standard signature must be verified
1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 on any electronic copies.
Uniform Loads (plf) Walter P. Finn PE No.22839
Vert: 1-3=-60, 3-5=-60, 5-8=-6D,1-7=-20 MiTek USA, Inc. FIL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473re. 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'
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fa brication, storage, delive ry, erection and bracin g of tru sses and tru ss 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
Job Truss Truss Type oty Ply Park Sq/Sebring 11-241 O-A
T15412046
PS2410A-1_2 C4 HIP 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:58:53 2018 Page Z
ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-12lvDrEYmgyKdbVH9Lr5flfQlA62SMkbAiPLleyOBsW
LOAD CASE(S) Standard
Concentrated Loads (11o)
Vert: 3 142(1`) 5=-142(F) 12=-327(F) 1 1=-41 (F) 4=-97(F) 9=-327(F) 14=-97(F) 15=-97(F) 17=-97(F) 18=-97(F) 19=-41(F) 20 41 (F) 21=41 (F) 22=-41(F)
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek& 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 MIR'
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 ANSIITPlI 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 Scl/Sebring 11-2410-A
T15412047
PS241OA-L2 ci JACK 4
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 112018 MiTek Industries, Inc. Wed Oct 24 12:58:54 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-VEJIQBFAX-4AFk4Tj2MKBECoBaZqBsNIPM9vH4yQBsV
1-0-0 1-0-0
1-0-0 1-M
Scale = 1:7.8
2x4
1
20710
LOADING (ps SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 7 >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 3 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 5 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=1 I/Mechanical, 2=1 30/0-7-8, 4=-2/Mechanical
Max Horz 2=35(LC 12)
Max Uplift 3=-5(LC 9), 2=-53(LC 12), 4=-2(LC 1)
Max Grav 3= 1 2(LC 17), 2= 1 30(LC 1), 4=1 3(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown , Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 4.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FIL Cert 6634
69134 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTelke) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall NEI'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 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/Sebring 11-2410-A
T15412048
PS2410A-1_2 Cil JACK 14
Job Reference (optional)
mia-vionCla Lumner, Bartow, I-L. ?j.iiu s mar ii zu its mi ieK inausines, Inc. vvea uci z4 zuio vage I
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-zRtgeXFollCltufgHmtZkSlzxzv6wJcueOuSqXyQBsU
1-0-0 1-0-0
Scale = 1:7.0
2x4 =
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl L/d PLATES GRIP
TC LL 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 5 >999 180
ElCLL 0.0 Rep Stress Incr YES WEI 0.00 Horz(CT) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 5 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 1-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=10/Mechanical, 2=130/0-3-8, 4=-O/Mechanical
Max Horz 2=42(LC 12)
Max Uplift 3=-3(LC 9), 2=-73(LC 12)
Max Grav 3=1 1(LC 17), 2=130(LC 1), 4=1 2(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft ' B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and for es & 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 Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MrrelkV 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 Rot
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 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, A3exandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sci/Sebring 11-2410-A
T15412049
PS2410A-1_2 CJlH JACK 6
Job Reference (optional)
Mid-Flontla Lumber, barlow, 1- L. It. i.3v s iviar I I zu i o ivii I eK inuu5u m%i, mu. VVUU VUL Z4 1 Z.UO.00 ZU 10 rdyU I
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-zRtgeXFollCltufgHmtZkSlySzvTwJcueOuSqXyQBsU
1-0-0 1-0-0
Scale = 1:12.4
5 1.5x4 11 4
LOADING (ps, SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.00 5 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 5- 999 180
BCLL 0.0 Rep Stress Incir YES WEI 0.00 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Weight: 6 ib FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SID No.3 BOTCHORD
REACTIONS. (lb/size) 5= 149/0-3-8, 3=-1 3/Mechan Cal, 4=0/Mechan ical
Max Horz 5=36(LC 12)
Max Uplift 5=-28(LC 12), 3=1 3(LC 1), 4=-1 7(LC 12)
Max Grav 5=149(LC 1), 3=1(LC 10), 4=14(LC 3)
FORCES. (lb) -Max. Corri Ten. -All forces 250 (lb) or less except when shown
Structural wood sheathing directly applied or 1-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft, Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Farke East Blvd. Tampa FL 33610
Date:
October 24,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 te, 1010312015 BEFORE USE.
Design valid for use only with MiTek(g) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Dal
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord rrembers 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 rication, storage, delive ry, a recti on and bracin g of tru sses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Inslitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Sebring 11-2410-A
T15412050
PS2410A-1_2 CJ2 JACK 1
Job Reference (optional)
mia-i-ionaa Lumber, barlOW, t-L. 0. 1 aV b lVidi I I LU 10 IVII I — I I [U-11—, 111- W—U — — --- — I F OYU I
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-SdR2rtGR3bKuU2EsrTOoGfH8dNFmfmRlsge?MzyQBsT
2-4-0
2-4-0
3x
5
1.5x4 11
F7 - -
2-4-0
4 3
3x4
Scale = 1:17.5
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in loc, eft dO PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 4 99 2 4 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 Bc 0.05 Vert(CT) 0.00 4-5 999 0
CLL 0.0 Rep Stress Incr YES WEI 0.03 Horz(CT) 0.00 2 n/a n/a
BCCL 10.0 Code FBC2017/TP[2014 Matrix -MP Weight: 13 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) 5=85/Mechanical, 2=64/Mechanical, 3=21/Mechanical
Max Horz 5=30(LC 12)
Max Uplift 2=-28(LC 12), 3=-1 4(LC 12)
Max Grav 5=85(LC 1), 2=64(LC 1), 3=43(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
Structural wood sheathing directly applied or 2-4-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=4ft, Cat.
11; Exp B; Encl., GCpj=O.l 8; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) 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) 2, 3.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
VValter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
WARNING Verify designparamefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(g) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Sot
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 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, FIL 36610
Job Truss Truss Type city Ply Park Sc/Sebring 11-2410-A
T1 5412051
PS2410A-1_2 CJ3 JACK 14
Job Reference (optional)
mia-t-loncla LUmDer, barlOW, t-L. 0. 1 ou b vial I I Lulo -1 1 ur, u — "" — — --- -. . V. .
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-SdR2rtGR3bKuU2EsrTOoGfHBKNEKfmslsge?MzyQBsT
1-0-0 3-0-0
2x4 =
Scale: 1"=1,
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Ildefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-7 >999 240 MT20 244/190
TCDL 10 0 Lumber DOL 1.25 13C 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 FBC2017ITP12014 Matrix -MP Weight: 11 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=71 /Mechanical, 2=188/0-3-8, 4=36/Mechanical
Max Horz 2=74(LC 12)
Max Uplift 3=-34(LC 12), 2=-66(LC 12)
Max Grav 3=71 (LC 1), 2=188(LC 1), 4=52(LC 3)
FORCES. (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; B=45ft, L=24ft; eave=4ft, Cat.
11; Exp 6; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-Oto 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,711-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(ID connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlfTPl1 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd.
Safety information available from Truss Plate Insthute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Sebring 11-2410-A
T15412052
PS241OA-L2 CJ3H JACK 3
Job Reference (optional)
Mid-Floncla Lumber, Liarww, t'L. 0. 1 OV 4 IVIdl I I ZU 10 F/11 I UK I I IUUbtl I Ub, 11— VVUU — — I —Q.01 LU I U -YU I
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-wp?Q3DH3qvSl6Cp2OBw2ptqJ2naOODSB5KNZuPyQBsS
1-0-0 3-0-0
1 0-1 3-0-0
Scale= 1: 17.4
6
1.5.4 11
3-0-0
3-0-0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 5-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 Bc 0.09 Vert(CT) -0.01 5-6 >999 180
BCLL 0.0 Rep Stress Incr YES WEI 0.04 Horz(CT) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 17 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 6=195/0-7-8, 3=70/Mechanical, 4=28/Mechanical
Max Horz 6=63(LC 12)
Max Uplift 6=-33(LC 12), 3=-26(LC 12), 4=-1 7(LC 12)
Max Grav 6=195(LC 1), 3=70(LC 1), 4=56(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft ' L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 2-1 1- 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) 6, 3, 4.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
October 24,2018
WARNING Verify designpammefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Sebring 11-2410-A
T15412053
PS2410A-1_2 CJ5 JACK 14
Job Reference (optional)
iviia-rionaa LUMDer, Dariow, rL.
ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-OOZoGZlhbDackMOEyuRHM4NQDBtv7gMKKz76QsyQBsR
5-0-0
1-0-6 5-0-0
Scale = 1: 17. 0
2x4
LOADING (psf) SPACING- 2-0-0 cSI.
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 W3 0.00
BCDL 10.0 Code FBC2017ITP12014 Matrix -MP
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=127/Mechanical, 2=264/0-3-8, 4=64/Mechanical
Max Horz 2=108(LC 12)
Max Uplift 3=-64(LC 12), 2=-73(LC 12)
Max Grav 3=1 27(LC 1), 2=264(LC 1), 4=91 (LC 3)
FORCES. (lb) -Max. Corri Ten. -All forces 250 (lb) or less except when shown.
5-0-0
5-0-0
DEFL. in loc) I/defl L/d PLATES GRIP
Vert(LL) 0.04 4-7 999 240 MT20 244/190
Vert(CT) 0.06 4-7- >988 180
Horz(CT) 0.00 3 n/a n/a
Weight: 18 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft. Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 4-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.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 Finn, Walter, 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.
VValter P. Finn PE No.Z2839
MiTek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
October 24,2018
WARNING Verify designparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev, 1010312015 BEFORE USE.
Design valid for use only with MiTek9l connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
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 ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss T ss Type QtY Ply Park Sq/Sebring 11-2410-A
T15412054
PS2410A-1_2 Dl SPECIAL 1 2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:58:58 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-OOZoGZ[hbDackMOEyuRHM4NIiBmF7RBKKz76QsyQBsR
4-1-8 13-3 7 10 '9_1 0-01-M
4-1-8
11-3-8 _
1,_ _to13-11 3-1-1 1 14 2-1-11 2 T3
13
Scale = 1:36.7
1.5X4 11
5
3xA 11
2X4 7x8 4X4 8x10 MT20HS 2X4 5x`12 3x4
11-3-8 1M 15Z 7 -10
it3-7-0 1.1 1_164 _1" 2_,_J, 2-3_64-1- 1_11
Plate Offsets MY)— [6:0-2-12.Edqel,[14 04-12,0-4-121.[16:0-2-0,0 -41
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 0.87
BC 0.75
WB 0.97
Matrix-S
LUMBER-
TOPCHORD 2x4 SP No.2
BOTCHORD 2x6 SP DSS
WEBS 2x4 SP No.3 *Except*
6-14,8-14,8-12,10-12: 2x4 SP No.2
REACTIONS. (lb/size) 1 1=2853/0-6-0, 2=1592/0-7-8
Max Horz 2=328(LC 8)
Max Uplift 11 =-419(LC 5), 2=-218(LC 8)
Max Grav 11 =2862(LC 13), 2=1 592(LC 1)
DEFL. in (loc) I/defl Ud
Vert(LL) -0.26 14-15-. >881 360
Vert(CT) -0.50 14-15 >461 240
Horz(CT) 0.05 11 n/a n/a
9
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 253 lb FT = 20%
BRACING-
TOPCHORD Structural wood sheathing directly applied or 2-6-0 oc purlins,
except end verticals.
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 6-16
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2837/292, 3-4=-2793/320, 6-15=-493/106, 6-7=-1 069911663, 7-8=-1 0699/1663,
8-9=-4962/734, 9-1 0=-4962/734, 10-11 =-2472/370
BOTCHORD 2-17=-527/2546, 16-17=-527/2546, 15-16=- 1708/10716, 14-15=-1 863/11339,
13-14=- 1383/9214, 12-13=-1 383/9214, 11-12=-52/352
WEBS 4-16=-432/2991, 4-6=-3151/529, 6-16=-8471/1248, 7-14 581/102, 8-13=-52/454,
9-12=-619/102, 6-14=-705/219, 8-14=-320/1627, 8-12=-4661/719, 10-12=-747/5053
NOTES-
1 ) 2-ply tru ss 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; 8=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
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)
11=419,2=218.
10) Load case(s) 1, 12 has/have been modified. Building designer must review loads to verify that they are correct for the intended use
of this truss.
11) Girder carries tie-in span(s): 7-0-0 from 11-3-8 to 19-10-0
12) 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.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
L
at"WIM 91
VAU 1,AZ)LJb) bianaara Lxcept:
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1111-7473 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 buckiing 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, OSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FIL 366 10
Job T ss Truss Type City Ply Park Sq/Sebring 11-241 O-A
T15412054
PS2410A-1_2 D1 SPECIAL 1 2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
LOAD CASE(S) Standard Except:
1) Dead + Roof Live (balanced): Lumber lncrease=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-5=-60, 6-10=-329, 2-1 1=-20
Concentrated Loads (lb)
Vert: 6=-520
12) Dead: Lumber lncrease=0.90, Plate Increase=0.90 Pit. metal=0.90
Uniform Loads (plf]I
Vert: 1-5=-20, 6-1 0=-222, 2-11 =20
Concentrated Loads (lb)
Vert: 6=-260
8.130 s Mar 11 2018 MjTek Industries, Inc. Wed Oct 24 12:58:59 2018 Page 2
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-sC6BTvIJMVViTLWzRWbyWulvTSa5UstRUYdsf7lyQBsQ
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
ibuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* s always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231C Tampa, FL 36610
Job T uss Truss Type Qty Ply Park Sq/Sebring 11-2410-A
T15412055
PS241OA-L2 D2 SPECIAL 1 2 Job Reference (optiona )
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:58:59 2018 Page 1
ID:rFfnwM3Wq?GifreOMh4ZDxyq_6K-sC6BTv]JMVViTLW7RWbyWu]vTLa3ssuSUYdsfzlyQBsQ
4-1-8 3-1
0
13-11,153 i 1F51 -,14 72-0 1,9-81 DO1
1 L _ 1 1 1 '— 1 2t 24-1-8 1-11 3-7_
Scale = 1:38.8
1.5X4
5
14
2X4 11 BX8 4X4 11 WO MT20HS 2X4 11 4x12 4X4 11
11-3-8 13-1-13 15-1-14 7-2-0 19 1 0-0
4-1- 3-lZ 3-7-0 10'
1
0 1 2_0_2
Plate Offsets (X.Y)— [6:0-2-8,Edgel, [11 1:Edge,0-3-81, [12:0-2-8,0-2-01, [14:0-5-0,0-5-01, 16:0-1-12,0-4-41
LOADING (psf) SPACING- 2-0-0 CsI. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 0.28 14-15 >818 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(CT) 0.56 14-15 >418 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.05 11 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 253 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 2-4-8 oc purlins,
BOTCHORD 2x6 SP DSS except end verticals.
WEBS 2x4 SID No.3 *Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
6-16,10-12: 2x4 SP No.2
REACTIONS. (lb/size) 1 1=3092/0-6-0, 2=1737/0-7-8
Max Horz 2=328(LC 8)
Max Uplift 11 =-358(LC 5). 2 2119(!_C 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
TOPCHORD 2-3=-3132/293. 3-4=-3118/321, 6-15=-662/129, 6-7 1 1234/1521, 7-8=-1 1234/1521,
8-9=-6464/794, 9-1 0=-6464/794, 10-11 =-2565/303
BOTCHORD 2-17=-528/2718, 16-17=-528/2718, 15-16=-1 711111919, 14-15=-1 842/12437,
13-14=-1263/10026, 12-13=-1263/10026, 11-12=-52/460
WEBS 4-16=-433/3324, 4-6=-3474/530, 6-16=-9516/1274, 8-13=-79/701, 6-14=-1847/356,
8-14=-28612125, 8-12 3977/523, 10-12=-794/6424
NOTES-
1 ) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - I row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc.
Webs connected as follows: 2x4 - I row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as IF) or (B), unless otherwise indicated. This item has been
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24t eave=4ft; Cat. electronically signed and
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=11.60 plate grip DOL=1.60 sealed by Finn, Walter, PE
5) Provide adequate drainage to prevent water ponding. using a Digital Signature.
6) All plates are MT20 plates unless otherwise indicated. Printed copies of this
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered8) * 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. signed and sealed and the
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) signature must be verified
11=358,2=219.
on any electronic copies.
10) Load case(s) 1, 12 has/have been modified. Building designer must review loads to verify that they are correct for the intended use Walter P. Finn PE No.22839
of this truss. MiTek USA, Inc. FIL Cart 6634
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1282 lb down and 215 lb up at 6904 Parl(e East Blvd. Tampa FL 33610
17-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Date:
LOAD CASE(S) Standard Except: October 24,2018
Qg MR R" ""g , , I
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 MrTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Del'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FIL 36610
Job Truss Truss Type Qty Ply Park Sq/Sebring 11-2410-A
T1 5412055
PS241OA-L2 D2 SPECIAL 1 2 Job Reference (optional)
Mid -Florida Lumber. Bartow, FIL.
LOAD CASE(S) Standard Except:
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-5=-60, 6-10=-130, 2-11 =-20
Concentrated Loads (lb)
Vert: 6=-1 320 12=1 282(F)
12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90
Uniform Loads (plf)
Vert: 1-5=-20, 6-1 0=1 30, 2-11 =-20
Concentrated Loads (lb)
Vert: 6=-660 12=-774(F)
8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:58 59 2018 Page 2
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-sC6BTvIJMVViTLWzRWbyWulvTLa3ssuSUYdsfzlyQBsQ
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ILME
Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property 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'
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 ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type QtY Ply Park Sq/Sebring 11-2410-A
T15412056
PS241OA-L2 D3 SPECIAL 1 2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:59:00 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-KOgZhFJx6qqKzfxd4JT(RVSgn_QLbLbdnHcOVkyQBsP
4-8-6 11-3-8 13-3 17:6-10 1 19-1 -D
11 :44-8-6 4':32:1% 2-3-8 _ _ 1%
1 -
1 1 2 T3:
0
2
6
1.5X4 11 Scale = 1:35.9
3x4
1.5X4 6x12 MT20HS 3x4 4x8 1.5x4 412 2X4
3
9-0-0 3-1 1M-6 1 7- 0
4- 1 4-3-10 2- _8 1_1T 4 2-1-10 i 102 -3
Plate Offsets (X,Y)— [6:0-2-4,0-3-41, [16:0-5-12,0-3-01
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0. Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.24 15 >960 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(CT) -0.48 15 >489 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.06 11 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 225 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-5-7 oc purlins,
BOTCHORD 2x4 SP No.2 *Except* except end verticals.
11-16: 2x4 SP DSS BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 *Except* 7-8-11 oc bracing: 15-16
4-16,6-16: 2x4 SP No.2 7-6-15 oc bracing: 14-15.
REACTIONS. (lb/size) 11=1977/Mechanical, 2=1570/0-7-8
Max Horz 2=327(LC 12)
Max Uplift 11 =-184(LC 9), 2=-191 (LC 12)
Max Grav 11 =2071 (LC 17), 2= 1 578(LC 17)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2857/718, 3-4=-2586/692, 6-15=-261/118, 6-7=-9532/2994, 7-8=-9532/2994,
8-9=-3789/1030, 9-1 0=-3789/1030, 10-11 =-1 960/519
BOTCHORD 2-17=-1008/2600,16-17=-1008/2600, 15-16=-3712/11013, 14-15=-3874/11352,
13-14=-2055/7091, 12-13=-2055/7091
WEBS 4-16=-1473/4611, 3-16=-267/105, 6-16=-9583/3109, 4-6=-4326/1482, 7-14=-251/27,
6-14=-2024/979, 8-14=-1045/2716, 8-12 3674/1141, 10-12=-1 102/4038
NOTES-
1) 2-ply truss to be connected together with 10d (0.1 31"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
This item has been2) 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. electronically signed and
3) Unbalanced roof live loads have been considered for this design. sealed by Finn, Walter, PE
4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=4ft; Cat. using a Digital Signature.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interion(l) 2-0-0 to 19-8-4 zone;C-C for Printed copies of this
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
document are not considered5) Provide adequate drainage to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated. signed and sealed and the
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signature must be verified
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide on any electronic copies. will fit between the bottom chord and any other members. VValter P. Finn PE No.22839
9) Refer to girder(s) for truss to truss connections. MiTek USA, Inc. FL Cert 6634
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 6904 Parke East Blvd. Tampa FL 33610
11=184,2=191.
Date:
11) Load case(s) 1, 16 has/have been modified. Building designer must review loads to verify that they are correct for the intended use
of this truss. October 24,2018
WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 r— 1010312015 BEFORE USE.
Design valid for use only with ViTeke 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, Alexandra, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Sebring 11-2410-A
T15412056
PS2410A-1-2 D3 SPECIAL 1 2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:59:00 2018 Page 2
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-KOgZhFJx6qqKzfXd4JTIRVSgr_QLbLbdnHcDVkyQBsP
NOTES-
12) 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 Except:
1) Dead + Roof Live (balanced): Lumber lncrease=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-5=-60, 6-1 0=-1 30, 2-11 =-20
Concentrated Loads (11b)
Vert: 6=-1320
16) Dead: Lumber Increase=0.90, Plate lncrease=0.90 Ph. metal=0.90
Uniform Loads (plf)
Vert: 1-5=-20, 6-1 0=- 130, 2-11 =-20
Concentrated Loads (lb)
Vert: 6=-660
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with 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
building design. Bracing indicated is to prevent buckling of indiodual 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
fabneation, storage, deliv", erection and bracing of trusses and truss systems, see ANSIITPl1 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 T ss Truss Type QtY Ply Park Sq/Sebnng 11-241 O-A
T15412057
J
PS241OA-L2 D4 SPECIAL 1 2
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 201R MiTek Industries, Inc. Wed Oct 24 12:59:01 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-obExubKZt8yBbp6pdO — zi_r5OneKnomOxLmlByQBsO
4-10-6 13:2-12 i 14- 1 it -1 2 '10-811-11 1 9-0-0 11-3-8
1 1 i — M-124-10-6 1_11 2-1-1 _ -0
6;
1.5x4 11 Scale = 1:35.3
3x4 = 10
2X4 7x8 3.4 4x12 3x10 3x4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud
TCLL 20.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) 0.15 13 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(CT) 0.29 13 682 240
BCLL 0.0 Rep Stress Incr NO W13 0.98 Horz(CT) 0.03 10 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix-S
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x6 SP DSS
WEBS 2x4 SP No.3 *Except* BOTCHORD
6-12,8-12,9-11,4-14: 2x4 SP No.2
REACTIONS. (lb/size) 10=2385/Mechanical, 2=1531/0-7-8
Max Horz 2=328(LC 8)
Max Uplift 1 0=-329(LC 5). 2=-205(LC 8)
Max Grav 1 0=2555(LC 13), 2=1 553(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown.
TOPCHORD 2-3=-2830/280, 3-4=-2573/292, 6-7=-8293/1218, 7-8=-8293/1218, 8-9=-4495/616,
9-10=-2302/305
BOTCHORD 2-15=-506/2593, 14-15=-506/2593, 13-14 1 635/10717, 12-13=-1 737/11140,
11-12=-616/4495, 10-11=-33/260
WEBS 8-11 =-2135/304, 6-12=-3183/580, 8-12=-673/4246, 9-11 =-652/4735, 4-14=-653/4603,
6-14=-9131/1338, 4-6=-4307/660, 3-14=-267/75
i
PLATES GRIP
MT20 244/190
Weight: 223 lb FT = 20%
Structural wood sheathing directly applied or 4-0-2 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 Did (0.1 31"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
10=329,2=205.
10) Load case(s) 1, 12 has/have been modified. Building designer must review loads to verify that they are correct for the intended use
of this truss.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 876 lb down and 157 lb up at
11-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.ZZ839
MiTek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
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(D connectors. This design is based only upon parameters shown, and is for an individual building component, not
truss system. Before use, the building designer must verify the applicability of design parameters and property 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 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/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
Job Truss Truss Type QtY Ply Park Sq/Sebring 11-2410-A
T1 5412057
Job
PS241OA-L2 D4 SPECIAL 1 2 Reference (optional)
Mid -Florida Lumber, Bartow, FL.
LOAD CASE(S) Standard Except:
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-5 60, 6-9=-1 30, 2-1 0=-20
Concentrated Loads (lb)
Vert: 6=-1320 17=-788(F)
12) Dead: Lumber lncrease=0.90, Plate lncrease=0.90 Pft. metal=0.90
Uniform Loads (pl
Vert: 1-5=-20, 6-9=-130, 2-10=-20
Concentrated Loads (lb)
Vert: 6=-660 17=-394(F)
8.130 s Mar 11 2018 MiTelk Industries, Inc. Wed Oct 24 12:59:01 2018 Page 2
ID:rFfnwM3Wq?GjfrcQMh4ZDxyq_6K-obExubKZt8yBbp6pdQ_zj_r5OneKnomOxLmlByQBsO
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 M!TekID 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 propedy incorporate this design into the overall
building design. Bracing indicated is to prevent buckiing of individual truss web and/or chord members only. Additional temporary and pemnanent 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 ricalion, storag e, delive ry, erect ion an d braci ng of trusses and t russ 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 oty Ply Park Sq/Sebring 11-241 O-A
T15412058
PS2410A-1_2 D5 SPECIAL 5
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:59:02 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-GnoJ6wLBeR42DzhOBkVDVVwXylo3c3FGwFb5KZdyOBsN
4-1-0 Z&:§ 1 -3-8 U-10-0 1 1 4-'6-11 1 16-4-8
3_5_8 '_0 1" 1-0-0 4-1-0 3-
I
4X4 =
7x12 = 3X4 11 5x12 = 4x10 = 4X8
10
11
7-6-8
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1.00 TC 0.96
TCDL 10.0 Lumber DOL 1.00 Bc 0.98
BCLL 0.0 Rep Stress Incr NO WB 0.90
BCDL 10.0 Code FBC2017ITP12014 Matrix-S
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SIP DSS
WEBS 2x4 SP No.3 *Except*
6-14,6-12,9-11,8-12:2x4 SP No.2
DEFL. in (loc) I/defl Ud PLATES GRIP
Vert(LL) 0.19 13-14 >999 360 MT20 2441190
Vert(CT) -0.36 13-14 >528 240
Horz(CT) 0.04 10 n/a n/a
BRACING-
TOPCHORD
BOTCHORD
WEBS
REACTIONS. (lb/size) 1 0=1 831 /Mechanical, 2=1 197/0-7-8
Max Horz 2=328(LC 12)
Max Uplift 10=-235(LC 12), 2=-152(LC 12)
Max Grav 10=1947(LC 17), 2=1197(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-2093/551, 3-4=-1927/508, 6-13=-495/208, 6-7=-5451/1982, 7-8=-5451/1982,
8-9=-2991/1031, 9-10=-1754/589
BOTCHORD 2-14=-872/1943, 13-14=-2663/7078, 12-13=-2831/7355, 11-12=-1031/2991
WEBS 4-6=-2154/808, 6-14=-5443/1945, 8-11=-1581/557, 6-12=-2189/977, 9-11=-1 119/3233,
8-12=-1090/2821, 4-14 627/1922
Scale = 1:33.9
Weight: 106 lb FT = 20%
Structural wood sheathing directly applied or 1-10-8 oc purlins,
except end verticals.
Rigid ceiling directly applied or 4-11-15 oc bracing.
1 Row at midpt 6-14
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft ' Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 16-2-12 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
10=235,2=152.
8) Load case(s) 1, 16 has/have been modified. Building designer must review loads to verify that they are correct for the intended use
of this truss.
9) 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 Except:
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-5=-60, 6-9=-1 30, 2-1 0=-20
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FIL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
64-84-01-119 92 Min@ ;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 MiTelkO connectors. This design is based only upon parameters shown, and is for an individual building component, not FXq Eil
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall RUN
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 BCS1 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
Job Truss Truss Type Qty Ply Park Sq/Sebring 11 -241 O-A
T15412058
PS2410A-1_2 D5 SPECIAL 5 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
LOAD CASE(S) Standard Except:
Concentrated Loads (lb)
Vert: 6=-1320
16) Dead: Lumber Increase=0.90, Plate lncrease=0.90 Pit. metal=0.90
Uniform Loads (plf)
Vert: 1-5=-20, 6-9=-130, 2-10=-20
Concentrated Loads (lb)
Vert: 6=-660
8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:59 ' 02 2018 Page 2
ID:rFfnwM3Wq?GjfrcQMh4ZDxyq_6K-GnoJ6wLBeR42DzhOBkVDVVwXylo3c3FGwFb5KZdyQBsN
AO, WARNING -Verify design 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(& connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
i s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fa brication, storag e, d elivery, e recti on a nd bracin g of truss as 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 T ss Truss Type city Y Park Sq/Sebring 11-241 O-A
T15412059
PS2410A-1_2 D5A SPECIAL 2 Job Reference toptionah
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 112018 MiTek Industries, Inc. Wed Oct 24 12:59:03 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4Z[)xyq_6K-kzMhJGMqPlCvq7GCIROS3846doRpoIT3TFqt63yoBsM
5-11-0 11-3-8 i 1 _l 0_' -6-8
1 1-1 5-11-0 5-4-8 1-6-8
1 148-i 1
1 1 0-!
2x4 11
4
I't
3x4
7x10 44 5X10 3x10 — —
9
3X4
5-11-0 11-3-8 . 12-1
Scale = 1:34.7
LOADING (psf)
TCLIL 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 FBC2017ITP]2014
CS1.
TC 0.66
BC 0.85
WB 0.71
Matrix-S
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in (loc) I/defl L/d
0.18 12-13 >999 360
0.36 12-13 >531 240
0.04 9 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 205 lb FT = 20%
LLIMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-6-3 oc purlins,
BOTCHORD 2x6 SP DSS except end verticals.
WEBS 2x4 SP No.2 *Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
8-9,3-13,3-5,6-11,7-10: 2x4 SP No.3 WEBS I Row at mid pt 5-13
REACTIONS. (lb/size) 9=2964/Mechanical, 2=1849/0-7-8
Max Horz 2=328(LC 8)
Max Uplift 9=-371 (LC 5), 2=-97(LC 8)
Max Grav 9=3375(LC 13), 2=2236(LC 13)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-4128/183,5-12=-36/822,5-6=-10110/1218,6-7=-10110/1218,7-8=-5331/612,
8-9=-3001/355
BOTCHORD 2-13=-398/3742, 12-13=-1 516/13119, 11-12=-1 655/13722, 10-11 =-612/5331,
9-10=-35/301
WEBS 3-13=-1 36/2843, 3-5=-3801/312, 5-13=-953411183, 7-1 0=-2726/375, 5-11 =-4155/503,
8-1 0=-664/5785, 7-11 =-695/5479
NOTES-
1 ) 2-ply truss to be connected together with 1 Od (0. 131 "xY) nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to This item has been
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. electronically signed and
4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15111 B=45ft; L=24ft; eave=4ft; Cat. sealed by Finn, Walter, PE
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 using a Digital Signature.
5) Provide adequate drainage to prevent water ponding. Printed copies of this
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered7) * 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. signed and sealed and the
8) Refer to girder(s) for truss to truss connections. signature must be verified
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Ut=lb) on any electronic copies.
9=371. Walter P. Finn PE No.22839
10) Load case(s) 1, 12 has/have been modified. Building designer must review loads to verify that they are correct for the intended use MiTek USA, Inc. FIL Carl 6634
of this truss.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1624 Ito down and 290 lb up at
6904 Parke East Blvd. Tampa Fl. 33610
Date:
11-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
October 24,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE MII-7473 rev, 1010312015 BEFORE USE.
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the 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 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 T ss Truss Type City Ply Park Sq/Sebring 11-2410-A
T15412059
PS2410A-1-2 D5A SPECIAL
2 Job Reference (optional)
mici-t-ionaa Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTelk Industries, Inc. Wed Oct 24 12:59:03 2018 Page 2
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-kzMhJGMqPlCvq7GCIROS384BdCRpoIT3TFqt63yQBsM
LOAD CASE(S) Standard Except:
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-4=-60, 5-8=-100, 2-9=-50
Concentrated Loads (lb)
Vert: 5=-1320 15=-1460(B)
12) Dead: Lumber Increase=0.90, Plate Increase=0.90 PIt. metal=0.90
Uniform Loads (plf)
Vert: 1-4=-20, 5-8=-100, 2-9=-50
Concentrated Loads (lb)
Vert: 5=-660 15=-730(B)
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek(& 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 pal*
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 russ Truss Type Qty _Ply PPark SISe a ring 11-2410-A
T154120607Referen' PS241OA-L2 D6 SPECIAL 1 11
Job .re e (optional)
Mid-Fiorida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:59:04 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-DAw3XcMSA3KmSHrOJ9YhbLcMmbn3XC—DivaQeVyQBsL
5-11-0 11-3-8 13-3-15
11-0 d55-4-8 _0_7
0
3x4l 7
4x4 1.5X4
6x6 =
13-3-15
Scale = 1:33.9
LOADING (psf)
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 FBC2017/TP12014
cSI.
TC 0.70
BC 0.85
WB 0.76
Matrix-S
DEFL. in
Vert(LL) 0.08
Vert(CT) -0.14
Horz(CT) 0.04
loc) I/defl L/d
8-9 >999 360
8-9 >999 240
7 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 75 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-10-12 oc purlins,
BOTCHORD 2x4 SP No.1 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 5-2-7 oc bracing.
WEBS I Row at midpt 5-9
REACTIONS. (lb/size) 7=1753/0-4-15,2=818/0-7-8
Max Horz 2=327(LC 12)
Max Uplift 7=-309(LC 12), 2=-93(LC 12)
Max Grav 7=2012(LC 17), 2=818(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-1250/232, 6-7=-284/78
BOTCHORD 2-9=-592/1152, 8-9=-1342/3223, 7-8=-1437/3285
WEBS 3-9=-139/589, 3-5=-1122/473, 5-9=-2112/765,5-7=-3503/1540
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) VVind: ASCE 7-10; Vult=1 40mph (3-second gust) Vasc1=1 08mph; TCDL=4.2psf, BCDL=3.Opsf; h=1 5ft; B=45ft; L=24ft; eave=4ft, Cat.
11; Exp B; Encl., GCpi=O. 18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 13-2-3 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Ot=lb) This item has been7=309.
7) Load case(s) 1, 2, 16, 17, 18, 19, 20, 23, 24 has/have been modified. Building designer must review loads to verify that they are electronically signed and
correct for the intended use of this truss. sealed by Finn, Walter, PE
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such using a Digital Signature.
connection device(s) is the responsibility of others. Printed copies of this
LOAD CASE(S) Standard Except: document are not considered
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 signed and sealed and the
Uniform Loads (plf) signature must be verified
Vert: 1-4=-60, 5-6=-1 30, 2-7=-20
on any electronic copies. Concentrated Loads (lb)
Walter P. Finn PE No.Z2839
Vert: 5=-1320
2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.00, Plate Increase=1.00
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Uniform Loads (plf) Date:
Vert: 1-4=-50, 5-6=-199, 2-7=-20
October 24,2018
@pWis RP-9@-9@; _'_'
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 re, 1010312015 BEFORE USE.
Design valid for use only with Mi7ek(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 Nit
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH Quality Criteria, DSB-89 and BCSI Building Component 69047Parke East Blvd.7SafetyinformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job T ss T uss Type Qty Ply Park Sq/Sebring 11-2410-A
T15412060
PS2410A-12 D6 SPECIAL 1
Job Reference (optional)
mia-r-,ionaa LUmoer, t5artow, t'L. 8.13U s Mar 11 2U18 Mi I ek Industries, Inc. Wed Uct 24 12:59:04 2018 Page 2
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-DAw3XcMSA3KmSHrOJ9YhbLcMmbn3XC_DivaQeVyQBsL
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert* 5=-1 155
16) Dead: Lumber Increase=0.90, Plate Increase=0.90 PIt. metal=0.90
Uniform Loads (plf)
Vert: 1-4=-20, 5-6=-210, 2-7=-20
Concentrated Loads (lb)
Vert: 5=-660
17) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate increase=1.60
Uniform Loads (plf)
Vert: 1-2=-53, 2-4=-57, 5-6=-189, 2-7=-20
Horz: 1-2=3, 2-4=7, 4-5=23
Concentrated Loads (lb)
Vert: 5=-1468
18) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MvVFRS Wind (Neg. Int) Right): Lumber lncrease=1.60, Plate lncrease=1.60
Uniform Loads (plf)
Vert: 1-2=-39, 2-4=43, 5-6=-189, 2-7=-20
Horz: 1-2=-1 1, 2-4=-7, 4-5=-3
Concentrated Loads (lb)
Vert: 5=-1221
19) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate lncrease=1.60
Uniform Loads (plf)
Vert: 1-2=-47, 2-4=-51, 5-6=-189, 2-7=-20
Horz: 1-2=-3, 2-4=1, 4-5=5
Concentrated Loads (lb)
Vert: 5=-1221
20) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 M\AfFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate lncrease=1.60
Uniform Loads (plf)
Vert: 1-2=-47, 2-4=-51, 5-6=-189, 2-7=-20
Horz: 1-2=-3, 2-4=1, 4-5=5
Concentrated Loads (lb)
Vert: 5=-1221
23) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Aftic Floor: Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-4=-50, 5-6=-1 69, 2-7=-20
Concentrated Loads (lb)
Vert: 5=-1 155
24) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.00, Plate lncrease=1.00
Uniform Loads (plf)
Vert: 1-4=-20, 5-6=-199, 2-7=-20
Concentrated Loads (11b)
Vert: 5=-1 155
WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 r— 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 enfy the applicability of design parameters and property incorporate this design into the overall gal'
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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sc/Sebring 11-2410-A
T15412061
PS2410A-1_2 E 1 SPECIAL 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12-59:04 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-DAw3XcMSA3KmSHrOJ9YhbLcQCbrTXJJDivaQeVyQBsL
9- 11-3-4
4-21 4-5-15
1.5X4 Scale = 1:35.0
4
7 5
1.5x4 11 3x8 3xA
l 11-3-4
2-6-15 8-8-5
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/def] L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.16 5-6 >819 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.33 5-6.- >402 180
BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 65 lb FT 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS. (lb/size) 7=43910-6-12, 5=439/Mechanical
Max Horz 7=1 18(LC 12)
Max Uplift 7=-36(LC 12), 5=-1 11 (LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-7=-469/95, 1-2=-664/82, 2-3=-834/154
BOTCHORD 5-6=-190/347
WEBS 1-6=-80/764, 2-6=-525/172, 3-6=-1 09/567, 3-5=-420/237
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf BCDL=3.Opsf h=15ft B=45ft L=24ft eave=4ft ' Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to2-6-15, Interior(l) 2-6115 to 1'1-1-8 ne;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water pond ing.
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) 7 except Ut=lb)
5=1 11.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
VValter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
October 24,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 — 1010312015 BEFORE USE.
Design valid for use only with 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
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 ANSI1TPIl Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job T ss Truss Type oty Ply Park Sq/Sebring 11-241 O-A
T15412062
PS2410A-1_2 E2 SPECIAL 1
Job eference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:59:05 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-hMUSkyN4xMSd4RQbss3w8Z9b6?D2GnHMxZJ.AyyQBsK
0 2 1 1-1,14 7-3-15 10-11-11 11-3
I-_112 1_ , 5-4-1 1 3-7-13 d34-
5X5
8 3X4 6
3x4
3x4 =
1-11-4 54-11 3-11-5
LOADING (ps, SPACING- 2-0-0 CS1.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.41
TCDL 10.0 Lumber DOL 1.25 BC 0.42
BCLL 0.0 Rep Stress Incr NO WB 0.24
BCDL 10.0 Code FBC2017/TP[2014 Matrix -MS
DEFL. in (loc) I/defl L/d PLATES GRIP
Vert(LL) -0.07 7-8 >999 240 MT20 244/190
Vert(CT) -0.14 7-8 >972 180
Horz(CT) 0.00 6 n/a n/a
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOTCHORD
REACTIONS. (lb/size) 6=419/Mechanical, 8=479/0-6-12
Max Horz 8=166(LC8)
Max Uplift 6=-1 16(LC 8), 8=-97(LC 8)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 3-4=-320/34
BOTCHORD 6-7=-85/319
WEBS 4-6=-440/115, 3-8=-336/99
Scale = 1:34.5
Weight: 76 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly a pplied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the boftom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bofforn 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) 8 except Qt=lb)
6=1 16.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 127 lb up at 1-11-4 on top
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: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 6-8=-20
Concentrated Loads (lb)
Vert: 3=44(B)
AWARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473rev. 1010312015 BEFORE USE.
Design valid for use only with MrfekS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job T ss cty Ply Park Sq/Sebring 11 -241 O-AFMrussoType T15412063
PS2410A-L2 E3 ON HIP 1 1
Job Reference (optional)
Dd[LUW, rL. ts.iju s mar ii ZU16 Mi 1eK Industries, Inc. Wed UCt Z4 JZ:b9:Ub ZU18 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-9YlqxlOiigaTha?nQaa9gmiilPay?F2w9D3xiOyQBsJ
1-1-12 3-11-4 11-3-4
1i 3-11-4 7-4-0
4x8 3X4 11
3 10 11 4
7 6 5
3-11-4
Scale = 1:31.6
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/clefl L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.07 5-6 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.13 5-6 633 180
BCLL 0.0 Rep Stress Incr YES WEI 0.15 Horz(CT) 0.00 5 n/a n/a
BCDL 10.0 Code FBC2017[TP12014 Matrix-S Weight: 72 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at miclipt 3-5
REACTIONS. All bearings 11-3-4.
lb) - Max Horz 7=144(LC 12)
Max Uplift All uplift 100 lb or less at joint(s) 5, 7, 6
Max Grav All reactions 250 lb or less at joint(s) 7 except 5=284(LC 1), 5=284(LC 1), 6=421 (LC 1)
FORCES. (Ilb) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown.
WEBS 3-6=-324/203
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-12 to 1-11-4, Interior(l) 1-11-4 to 3-11-4, Exterior(2)
3-11-4 to 8-2-3 zone; end vertical left exposed;C-C for members and forces & M\A(FRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=11.60
2) Provide adequate drainage to prevent water ponding.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7, 6.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
October 24,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev, 1010312015 BEFORE USE.
Design valid for use only with MiTekID connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Rol'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing 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, FIL 36610
Job Truss Truss Type Qty Ply Park Sq/Sebring 11-2410-A
Tl 5412064
PS241OA-L2 E5 HIP 1
Job Reference (ootionall
Mid-Flonda Lumber, Bartow, FL.
1-0-0 5-0-0
5-0-0
8.13U s Mar 11 2U18 Ml I eK Industries, Inc. VVed Oct 24 12:59:07 ZU18 Page I
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-dkbC9ePKTjKJkaz—H50D_ExOpymkjjfOto5FqyQBsI
2-' i 114-0
2-._6 4-4-0
44 = 44
3 12 4
0
9 1.5X4 4X4 6
1.5X4
5-0-0 7-0-0 11-4-0
Scale: 1/2"=l'
LOADING (pso
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC20171TPI2014
CS1.
TC 0.42
BC 0.21
WB 0.12
Matrix -MS
DEFL. in
Vert(LL) -0.02
Vert(CT) -0.05
Horz(CT) 0.00
floc) I/defl Ud
8-9 >999 240
8-9 >999 180
6 n/a n1a
PLATES GRIP
MT20 244/190
Weight: 64 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 9=514/0-7-8, 6=438/Mechanical
Max Horz 9=-50(LC 10)
Max Uplift 9=-1 72(LC 12), 6=-135(LC 12)
Max Grav 9=514(LC 1), 6=439(LC 18)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-458/289, 3-4=-364/324, 4-5=-441/302, 2-9=-460/362, 5-6=-400/308
BOTCHORD 7-8=-189/350
WEBS 2-8=-60/261, 5-7=-162/332
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=l 40mph (3-second gust) Vasc1=1 08mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 5ft; B=45ft, L=24ft; eave=4ft; Cat.
11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) 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 7-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.6D plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections. This item has been
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
electronically signed and9=1 72, 6=1 35.
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Carl 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
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 MiTelk(D connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall fat
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 Imss 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, Adexandria, VA 22314. Tampa, FL 36610
Job T ss Tr ss Type Qty Ply Park Sq/Sebring 11-2410-A
T15412065
PS2410A-1_2 E6 HIP 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:59:07 2018 Page I
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_GK-dkbC9ePKT_jKJkaz—H50D—EyDpxkkh7fOto5FqyQBsI
1-0-0 5-M 7-0-0 11-4-0
1:61 5-0-0 2-0-0 44-0
4x4
4x4
10 4
Scale = 1:23.4
2x4
5-0-0 7-0-0 11-4-0
5-0-0 2-0-0 4-4-0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) War Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.02 8-9 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.05 8-9 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) 0.00 6 n/a Tie
BCDL 10.0 Code FBC2017ITP[2014 Matrix -MS Weight: 64 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 9=704/0-7-8, 6=652/0-1-8
Max Horz 9=-50(LC 6)
Max Uplift 9=-307(LC 8), 6=-288(LC 8)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-745/351, 3-4=-600/348, 4-5=-727/352, 2-9=-646/316, 5-6=-615/301
BOTCHORD 7-8=-266/600
WEBS 2-8=-283/518, 5-7=-259/584
NOTES-
1 ) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=4ft; Cat.
11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); 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 boftom 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 at joint(s) 6.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb)
9=307,6=288.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 lb down and 200 lb up at This item has been
5-0-0, and 142 lb down and 200 Ito up at 7-0-0 on top chord, and 113 lb down and 115 lb up at 5-0-0, and 113 lb down and 115 lb
electronically signed andupat6-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). sealed by Finn, Walter, PE
using a Digital Signature.
LOAD CASE(S) Standard Printed copies of this
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 document are not considered
Uniform Loads (pif)
Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 6-9=-20 signed and sealed and the
Concentrated Loads (lb) signature must be verified
Vert: 3=-95(F) 4=-95(F) 8=-1 07(F) 7=-1 07(F)
on any electronic copies.
VValter P. Finn PE No.221139
MiTek USA, Inc. FIL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
WARNING - Verify design p.rarneters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTelk(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 property incorporate this design into the overall Rot
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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandda, VA 22314. Tampa, FL 36610
Type Qty Ply Park Sq/Sebnng 11-2410-ATruss
T15412066
ROOF TRUSS 2 1
Job Reference (optional)
Truss
F1
Mid -Florida Lumber, Bartow, FL.
i 1-3-0
t5.i.u s mar i i zvib mi i eK maustnes, Inc. vvea UCt Z4 12:!)!J:U!J ZU I d vage i
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-Z7jyaKQa?bz2Y2kM5i7slPKE9cUmCXcysBHBJjyQBsG
1-6-12 1-1-12 0-k8
Scale = 1:37.7
4x8 MT20HS =
3x6 1 x3 3X6 MT20HS FP I x3 11 1 x3 lx3
1 2 3 4 5 6 7 8 9 10 11 12 13
28 14
27 26 25 24 23 22 21 20 19 18 17 16 15 14
3x4 3x6 MT20HS FP 4x4 3x4
1 x3 11
LOADING (psf) SPACING- 2-0-0 cSI. DEFL. in (loc) I/def! Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) 0.12 24-25 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(CT) 0.16 24-25 970 240 MT20HS 187/143
BCLL 0.0 . Rep Stress Incr YES W6 0.48 Horz(CT) 0.02 14 n/a n/a
BCDL 5.0 Code FBC20171TPI2014 Matrix-S Weight: 120 Ito 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,
BOT CHORD 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, (lb/size) 27=650/Mechanical, 14=377/0-3-8,19=1437/0-3-8
Max Grav 27=666(LC 3), 14=441 (LC 4), 19=1 437(LC 1)
FORCES. (b) -Max. Comp./Max. Ten. -All forces 250 (b) or less except when shown.
TOPCHORD 1-27=-658/0,13-14=-440/0,1-2=-629/0,2-3=-1445/0,3-4=-1587/0, 4-5=-1587/0,
5-6=-1130/0, 7-9=-91/487, 9-10=-726/103, 10-1111=-726/1103,1111-112 726/1103,
112-113 387/0
BOTCHORD 25-26=0/1189, 24-25=0/1644, 23-24=0/1587, 21-23=0/1587, 20-21=0/728, 19-20=-863/0,
18-19=-863/0,17-18=-308/513,16-17=-103/726,15-16=0/700
WEBS 7-19=-1404/0,1-26=0/837,7-20=0/1005,2-26=-779/0,6-20=-924/0,2-25=0/356,
6-21=0/595,3-25=-27810,5-21=-669/0,13-15=0/496,7-18=0/691, 12-15=-436/25,
9-18=-671/0,9-17=D/511
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) Refer to girder(s) for truss to truss connections.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) CAUTION, Do not erect truss backwards. This item has been
electronically signed and
sealed by Finn, Walter, 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.
VValter P. Finn PE No.22839
MiTek USA, Inc. FIL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
WARNING - Verify design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 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'
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, Ajexandria, VA 22314. Tampa, FL 36610
0
Job Truss Truss Type Qty Ply Park Sq/Sebring 11-2410-A
T15412067
PS2410A-L2 F2 ROOF TRUSS 8
Job Reference (optional)
Micl-f-londa Lumber, bartow, t-L.
i 1-3-0
0. 10V 5 Vidl I I ZU I G IVII I UK I I IUUbUlUb, 1116. VVUU UL L4 I Z.— 'V -0 r OYU I
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-IJHLnfRDmv5vAClYfPe5rcsRmOqzxzU54rlls9yQBsF
0-10-0
Scale = 1:27.2
3x4 3x4 4x6
1 4xB 2 3 4 5 6 7 8
1A 11 in
4x6 3x4 — 1.3 11 lX3 11
4-0-0 6-6-0 1 10-1-0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/clefl Ud
TCLL 40. 0 P late Grip DOL 1.00 TC 0.48 Vert(LL) 0.18 14- >999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(CT) 0.25 13-14 >785 240
BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.05 9 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S
LUMBER- BRACING-
3X4 = 4X6 =
PLATES GRIP
MT20 244/190
9
Weight: 88 lb FT = 20%F, 11 %E
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 18=898/Mechanical, 9=898/0-3-8
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-1 8=-892/0, B-9=-892/0, 1-2=-894/0, 2-3=-2179/0, 3-4=-2852/0, 4-5=-3045/0, 5-6=-2852/0, 6-7=-2179/0,
7-8=-894/0
BOTCHORD 16-17=0/1 686, 15-16=0/2646, 14-15=0/3045, 13-14=0/3045, 12-13=0/3045, 11-12=0/2646, 10-11 =011 686
WEBS 8-1 0=0/1 190, 1- 1 7=0/1 190, 7-1 0=-1 10 1 /0, 2-17=-1 10 1 /0, 7-11 =D/687, 2-16=0/687, 6-11 =-649/0, 3-16=-649/0,
6-12=0/369, 3-15=0/369, 5-12=-426/43, 4-15=426/43
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are 3x3 MT20 unless otherwise indicated.
3) Refer to girder(s) for truss to truss connections.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 " X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
I ZZMEMMEMMMEEE=ZEMMM
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek& 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 IN
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 ANSIfTPll 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 Type Qty Ply Park Sq/Sebring 11-241 O-A
T1 5412068
GABLE 1
Job Reference (optional)
Job Truss
PS241OA-L2 F3
Mid -Florida Lumber, Bartow, FL.
3x3
2 3 4 5
8.13U s mar 11 zu I b Mi I eK I naustres, inc. vvea UCI Z4 I Z:DV:1 I ZU I d Vage I
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-VWrj??SrXCDmoMtkD7AKNqPiNQNogVbFJVmlObyQBSE
Scale= 1:27.0
3x3 3x3 3x3
6 7 8 9 10 11 12 13
9
X x, A A /\ /\ X A
26 25 24 23 22 21 20 19 18 17 16 15 14
3X3 11 3x3 3x3 = 3X3
2 & 6-41& 1 Tl_lTI-8 4-
0
10'9-_1 1T2 1 -8P12_ _ I
5-1 1 1F49-11 1 16-3,01__
1-49-8
0 1 , _ _' 0 1_1_0
LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 Bc 0.01 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(CT) 0.00 14 n/a n/a
BCDL 5.0 Code FBC2017/rP]2014 Matrix-R Weight: 76 lb FT = 20%F, 11 %E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. All bearings 16-3-0.
lb) - Max Grav All reactions 250 lb or less atjoint(s) 26, 14, 20, 22, 23, 24, 25, 19, 18, 17, 16, 15 except
21=2278(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 6-21 2264/0
NOTES-
1) All plates are 1x3 MT20 unless otherwise indicated.
2) Gable requires continuous bottom chord bearing.
3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
4) Gable studs spaced at 1-4-0 oc.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber lncrease=1.00, Plate Increase=1.00
Uniform Loads (plo
Vert: 14-26=-10, 1-13=-100
Concentrated Loads (lb) This item has been
Vert: 6=-2141
electronically signed and
sealed by Finn, Walter, 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.
VValter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd, Tampa FL 33610
Date:
October 24,2018
WARNING- Verifydesigjo.rarret.rs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 1010312015 BEFORE USE.
Ilesign valid for use only with Mirrekle 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 rat
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 ANSUTP11 Quality Criteria, DSB-89 and BCS] Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate InsMute, 218 N. Lee Street, Suite M2, Alexandra, VA 22314. Tampa, FL 36610
0
Job Truss Qty Ply Park Sq/Sebring 11-241 O-Ae
T15412069
PS2410A-L2 F4 USS 7
Job RefE
Mid-Fiorida Lumber, Bartow, FL. 8.i30 s Mar 1 i 2018 iviiTeK inausines, Inc. vVed Oct 24 i2:59:12 20io Page i
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K_ —iP5CLT-FIVVLdPVSxnqhZwlymcqVbPulOY9Wrw2yQBsD
0-1-8
H 1-3-0 1-8-8
Scale = 1:22.5
3x4
1x3 1 X3 4x6
1 2 3 4 5 6 7
1 1 - I I I T I
0
4
X1
E14 13 12 11 10 9
4X4 — 1X3 11
LOADING (pso SPACING- 2-0-0 cSI. DEFL. in (loc) I/defl Ud
TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) 0.13 10-11 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(CT) 0.17 10-11- 929 240
BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT) 0.03 8 n/a n/a
BCDL 5.0 Code FBC2017rrPI2014 Matrix-S
LUMBER- BRACING-
4x4 =
PLATES GRIP
MT20 244/190
Weight: 72 lb FT = 20%F, 11 %E
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 15=734/0-3-8, 8=740/Mechanical
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-15=-731/0,7-8=-733/0,1-2=-718/0.2-3=-1669/0,3-4=-2022/0, 4-5=-2022/0,5-6=1674/0,6-7=-715/0
BOTCHORD 13-14=0/1 339, 12-13=0/2022, 11-12=0/2022, 10-11 =0/1 958, 9-1 0=0/1 348
WEBS 7-9=0/951, 1-14=0/924, 6-9=-881/0, 2-14=-864/0, 6-1 0=0/453, 2-13=0/467, 5-1 0=-395/0, 3-13 562/0,
5-11 =-I 14/341
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are 3x3 MT20 unless otherwise indicated.
3) Refer to girder(s) for truss to truss connections.
4) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) CAUTION, Do not erect truss backwards.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
VValter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634
69D4 Farke East Blvd. Tampa FL 33610
Date:
October 24,2018
AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ME, Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall FM
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pennanenI 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 ANSUTP111 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
PS241OA-L2 F4A
Mid -Florida Lumber, Bartow, FL.
0_r
rus Type Park Sq/Sebring 11 -241 O-A7tyFGABsLE
ly
T15412070
1 1
Job Reference (optional)
t5,i,5u s mar i I zu-its mi I eK mousmes, Inc. vveo uci z4 iz:ov:iz zu-its vage i
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K--iP5CLT-FIWLdPVSxnqhZwlyttqi_Py7OY9Wrw2yQBsD
Scale = 1:22.7
3x3
3x3 3x3 11 3X3
1 2 3 4 5 6 7 8 9 10 11 u
24 23 22 21 20 19 18 17 16 15 14 13
U3 U3 11 3X3
3X3
1- 2-104 4-2- 0: 4 2 -6 10-10-4 U-2
1 1 '
4
0 1-24 1) 2 1-2-41 E-411
1-20 1_
4
0 1 1 564
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.02 Veri(CT) We n/a 999
8CLL 0.0 Rep Stress Incr NO WB 0.24 Horz(CT) 0.00 13 n/a n/a
BCDL 5.0 Code FBC2017TTP12014 Matrix-R Weight: 67 lb FT 20%F, 11 %E
LUMBER- BRACING-
TOPCHORD 2x4 SIP 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. Ali bearings 13-8-8.
lb) - Max Grav All reactions 250 lb or less at joint(s) 24, 13, 20, 21, 22, 23, 17, 16, 15, 14, 18 except
19=21 11 (LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 6-19 210410
NOTES-
1) All plates are 1 x3 MT20 unless otherwise indicated.
2) Gable requires continuous bottom chord bearing.
3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
4) Gable studs spaced at 1-4-0 oc.
5) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 13-24=-10, 1-12=-100 This item has beenConcentratedLoads (lb)
Vert: 6 2141 electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cert 6634
6904 Farke East Blvd. Tampa Fl. 33610
Date:
October 24,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTeMD 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 ANN
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 ANSItTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AJexandda, VA 22314. Tampa, FL 36610
Job T ss Truss Type Qty Ply Park Sq/Sebring 11-241 O-A
2
T15412071
PS2410A-1_2 F4B ROOFTRUSS
Job Reference (optional)
mia-riorioa LumDer, t5arTOW, rL.
0-1-8
H 1
1-3-0
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-SuzTPhT53qTUlfl7KYCo F y., wc8NJYmpFPSUyQBsC
i 0-8-12
Scale = 1:22.5
1x3 3x8 3x6 MT20HS 3x6
1 2 3 4 5 6 7
9
7 16 14 13 12 11 10 9
3x4 =
i 1 5-8-2 1 0-5-2'
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud
TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) 0.05 12 999 360
TCDL 10.0 Lumber DOL 1.00 - BC 0.57 Vert(CT) 0.06 It- 999 240
BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT) 0.02 8 n/a n/a
BCDL 5.0 Code FBC2017ITP12014 Matrix-S
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD
BOTCHORD 2x4 SP N0.2(flat)
WEBS 2x4 SP No.3(flat) BOTCHORD
REACTIONS. (lb/size) 8=591/0-3-0,15=958/0-3-8
Max Grav 8=615(LC 4),15=958(LC 1)
3X4 =
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 79 lb FT = 20%F, 11 %E
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 7-8=-610/0, 2-3=-520/104, 34=1 235/0, 4-5=-1436/0, 5-6=-1 26310, 6-7=-577/0
BOTCHORD 15-16=-290/0,14-15=-285/0,13-14=0/1022,12-13=011436,11-12=0/1436, 10-11=0/1436,9-10=0/1080
WEBS 2-15=-931/0, 7-9=0/768, 2-14=0/775, 6-9=-700/0, 3-14=-719/0, 6-1 0=0/272, 3-13=0/351, 5-1 0=-301/23,
4-13=-394/0
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 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) CAUTION, Do not erect truss backwards.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate lncrease=1.00
Uniform Loads (plf)
Vert: 8-17=-10, 1-7=-100
Concentrated Loads (lb)
Vert: 1=-75
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
October 24,2018
A WARNING -Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473ra, 1010312015 BEFORE USE.
Design valid for use only with MiTeWD connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Truss Truss Type Oty Ply Park Sq/Sebring 11-241 O-A
LJob T15412072
PS2410A-L2 F5 ROOF TRUSS 1
Job R
mia-t-ionoa LumDer, banow, t-L.
i 1-3-0
o. iou s mar I I zu its mi i eK inausines, inc. vvea uci L4 iz:o v 14 Lu its Fage i
ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-w5WrdlUjp7bLfpr-JuFjl?Sl8kdGTtqRh?T?y?wyQBsB
0-11-8
Scale = 1:19.1
3X6
1 3x6 2 3 4 5 6
C
Fl
F--
14 13 12 1 1 1 0 9
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/def! Ud
TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) 0.05 11 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(CT) 0.07 11 999 240
BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.02 7 n/a n/a
BCDL 5.0 Code FBC2017fTP12014 Matrix-S
PLATES GRIP
MT20 244/190
Weight: 64 lb FT = 20%F, I 1%E
LLIMBER- BRACING -
TOP CHORD 2x4 SP NO.2(flat) TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 14=630/Mechanical, 7=630/0-4-15
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-14=-625/0, 6-7=-625/0, 1-2=-593/0, 2-3=-1313/0, 3-4=-1500/0, 4-5=-1313/0, 5-6=-593/0
BOTCHORD 12-13=011111, 11-12=011500, 10-11=0/1500, 9-10=0/1500,8-9=0/11 11
WEBS 6-8=0/790,1-13=0/790, 5-8=-720/0, 2-13=-720/0, 5-9=0/300, 2-12=0/300, 4-9=-334/0, 3-12=334/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) All plates are 3x3 MT20 unless otherwise indicated.
3) Refer to girder(s) for truss to truss connections.
4) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
AwARNING. Venty design paramef and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE )1 1010312015 BEFORE USE. %ANN[*
Design valid for use only with MiTelk(R) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckiing of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always fectuired 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 aty Ply Park Sq/Sebring 11-2410-A
T15412073
PS2410A-L2 F6 ROOFTRUSS 1
Job Reference (optional)
mia-l-ionaa LumDer, banow, t-L.
9
o. iiu s mar i i zu i t5 rvii i eK inciustries, Inc. vvea uct zq i z:od: 14 zu to t-age I
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-w5Wrd1 Ujp7bLfpcJuFjl?Sl DCdNMtukh?T?y?wyQBsB
3x6 MT20HS —
0-1-8
1 , 3 1-3-0 2 X3 11 0-9-0 3 1x3 11 4
T_ Scale = 1:9.4
U3 3x3 11
LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in loc) I/clefl L/d
TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) 0.00 6 999 360
TCDL 10.0 Lumber DOL 1.00- BC 0.09 Vert(CT) 0.00 6- 999 240
BCLL 0.0 Rep Stress Incr WEI 0.10 Horz(CT) 0.00 5 n/a n/a
BCDL 5.0 Code FBC2017/TK Matrix-S
LUMBER- BRACING -
PLATES GRIP
MT20 244/190
MT20HS 187/143
Weight: 26 lb FT = 20%F, 11 %E
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 8=200/0-3-8,5=206/0-3-8
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) All plates are MT20 plates unless otherwise indicated.
3) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
4) CAUTION, Do not erecttruss backwards.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
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 Mi7ekV 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 Institule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Tru ss Truss Type oty Ply Park Sq/Sebring 11-2410-A
T15412074
PS241OA-L2 F7 ROOFTRUSS 1 1
Job Reference (optional)
Mid -Florida Lumber, bartow, t-L.
9
0. IOU b lvidl I I zV 10 '" - I] 1—u—, 111- vvcu — — I -'. " " " , 'u, ,
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-OH4EqNVLaRjCGzBWSzEGYgaO?ljncL8qE7kWXNyQBsA
3x6 MT20HS =
0-1-8
d 311 1-3-0 2 ' X3 1 11 0-6-0 3 X3 11 4
3X3 = 3x3 11
Scale = 1:9.4
3-9-0
3-9-0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/clefl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TIC 0.12 Vert(LL) -0.00 6 >999 360 MT20 244/190
TCDL : 10.0 Lumber DOL 1.00 BC 0.07 Ven(CT) -0.00 6 >999 240 MT20HS
BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 5 n/a n/a
BCDL 5.0 Code FBC2017fTP12014 Matrix-S Weight: 25 lb FT = 20%F, 11 %E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 3-9-0 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=186/0-3-8, 5=192/Mechanical
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) All plates are MT20 plates unless otherwise indicated.
3) Refer to girder(s) for truss to truss connections.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 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 Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
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 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 verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPl1 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/Sebring 11-2410-A
T15412075
PS2410A-L2 F10 ROOFTRUSS 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
lj f
13
1
o. lov b 1-1 1 1 Lv I o rvil lum 11luu-11—, I I — '- — " " " , V. ,
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-Z7jyaKQa?bz2Y2kM5!7slPKIUchiCeLysBHBJ!yQBsG
Scale = 1: 17.0
1x3 1x3
2 3 4 5
3x6 MT20HS
6
12 11 10 9 8 7
9
LOADING (psf) SPACING- 2-D-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) n/a n1a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(CT) n/a n/a 999 MT20HS 187/143 -
BCLL 0.0 Rep Stress Incr YES WE3 0.05 Horz(CT) 0.00 7 n/a n/a
BCDL 5.0 Code FBC2017fTP12014 Matrix-S Weight: 52 lb FT = 20%F, 11 %E
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 9-3-8 oc purlins,
BOTCHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 9-10.
REACTIONS. All bearings 9-3-8.
11b) - Max Grav All reactions 250 lb or less at joint(s) 12, 7, 8, 11, 9, 10
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) All plates are MT20 plates unless otherwise indicated.
2) All plates are 3x3 MT20 unless otherwise indicated.
3) Gable requires continuous bottom chord bearing.
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 Finn, Walter, 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.
Walter P. Finn PE No,22839
MiTek USA, Inc. FL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
A WARNING - Verity 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(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 erify 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 property damage. For general guidance regarding the
fabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type City Ply Park Sq/Sebring 11-2410-A
T15412076
PS2410A-1_2 FT1 SPECIAL 1 3 Job Reference (optional)
mia-rionaa LUMI)eF, t5artow, rL. ... 1. -- . . 1. 1 . I.. I -- -11 — . -11. 1 -- . .' .
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-sTec2jWzLir3u7miOgIV4t6LwRwSLcd—TnU33pyQBs9
7- -4 1 11-31 2-'32 4 -4 16-3-6 18-3-8 -4 3 11 0 2,1-,101414 8_6_
0-2 2 2_7-1 02-1-111 -14 2 2 2 2 -2 2-0-2 2 2'
Scale: 114"=1'
4x4 1.5x4 4x10 1.5x4 5x14 = 1.5x4 11 5X14 = 1.5X4 4x8 1.5x4 11 4x10 1.5x4 6X8
1 2 3 4 5 6 27 7 28 8 9 10 29 11 12 13
20 19 18252423 _'2 34 21 35 36 37 38630313233
2X4 11
48
2X4 5x12 =
8x12 = 5x14 2x4 11 5x12 = 8x8MT20HS
17 39 16 40
15
41 14
4x8 2X4
7x12 =
5X5
2-7-10 5 7-8-4 2-032 4-3-4
511'4
6-3-6 18-03 i 0 Oi4 23-5-0 1 25-10-14 28-6-8
1 1 1 ;
1,3liO
12 1 2_ _2 1 2 1
2 -20
1
2 2- 2i _ -6-12
Plate Offsets (X,Y)— [5:0-7-0,0-1-121. f7:0-7-0,0-3-01, [147 Edge, 0-3-81, [18:0-4-0,Edgel, 2170-6-12,0-2-81, 22:0-6-0,Edgel, f23:0-6-0,0-1-121
LOADING (ps SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate.Grip DOL 1.00. TC 0.95 Vert(LL) 0.40 17-18 >536 360 MT20 - - 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.69 Vert(CT) 0.55 17-18 >390 240 MT20HS 187/143
BCLL 0.0 Rep Stress Incr NO WEI 0.84 Horz(CT) 0.03 14 n/a n/a
BCDL 5.0 Code FBC2017/TP]2014 Matrix-S Weight: 475 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
BOTCHORD 2x6 SP DSS except end verticals.
WEBS 2x4 SP No.3 *Except* BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
13-14: 2x4 SP No.2
1-25,3-25,3-23,5-23,13-15,11-15,11-17,9-17,5-21,7-21,7-19,9-19: 2x4 SP No.1
REACTIONS. (lb/size) 26=1858/0-6-12, 14=5611/0-6-12, 22=14482/0-7-8
Max Uplift 26=-266(LC 4), 14 731(1_C 5), 22=-1844(LC 8)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-26=-1 284/197, 1-2=-2148/333, 2-3=-2148/333. 3-4=-1 174/8805, 4-5=1 174/8805,
5-6=-950/7506, 6-7=-950/7506, 7-8=-12264/1595, 8-9=-12264/1595, 9-10=-19728/2556,
10-11=-19728/2556, 11-12=-10639/1381, 12-13=-10639/1381, 13-14=-4618/609
BOTCHORD 25-26=-44/306, 24-25=-665/168, 23-24=-665/168, 22-23=-19516/2481,
21-22 19516/2481, 20-21=-597/4500,19-20=-597/4500, 18-19=-2403/18532,
17-18=-2403/18532, 16-17=-2427/18707, 15-16=-2427/18707
WEBS 3-24=-88/810, 11-16=-1 83/1572, 9-18=-1 85/1571, 5-22 1 1257/1453, 6-21 =-695/1 08,
7-20=-1 11/999, 8-19=-614/96, 2-25=-1 159/175, 1-25=-310/1974, 3-25=-409/3014,
4-23=-1 067/162, 3-23=-8691/1108, 5-23=-1 457/11435, 12-15=-853/135, 10-17=-699/1 11,
13-15=-1459/11237, 11-15=-8645/1121, 11-17=-137/1090, 9-17=-163/1277,
5-21 =-1 698/13304, 7-21 =-1 3301/1711, 7-19=1 106/8601, 9-19=-6944/895
NOTES-
1 ) 3-ply truss to be connected together with 1 Od (0. 131 "x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 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, Except member 5-22 2x4 - 1 row at 0-4-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10 Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf ' BCDL=3.Opsf; h=15ft; B=45ft, L=29ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=O.l 8; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water poncling.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 266 lb uplift at joint 26, 731 lb uplift at
joint 14 and 1844 lb uplift at joint 22.
9) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 16-0-12; 5-0-0 from 22-5-12 to 28-6-8; 7-0-0 from 0-0-0 to 28-6-8
AWARNING- Verity 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(g) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB.89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FIL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
Nil*
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
J Truss Truss Type Qty Ply Park Sq/Sebring 11-2410-A
T15412076LobPS2410A-L2 FT1 SPECIAL 1 3 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:59:16 2018 Page 2
ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-sTec2jWzLir3u7miOgIV4t6LwRwSLcd—TnU33pyQBs9
NOTES-
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 506 lb down and 64 lb up at 5-1-4, 630 Ito down and 80 lb up at 1-1-0,
740 lb down and 94 lb up at 3-1-0, 650 lb down and 82 Ito up at 6-10-0, 650 Ito down and 82 lb up at 8-10-0, 591 lb down and 75 lb up at 10-10-0, 591 lb down and 75 lb
up at 12-10-0, 740 lb down and 94 Ito up at 14-10-0, 740 Ito down and 94 lb up at 16-10-0, 740 Ito down and 94 lb up at 18-10-0, 740 Ito down and 94 Ito up at 20-10-0,
740 lb down and 94 Ito up at 22-10-0, and 740 Ito down and 94 lb up at 24-10-0, and 740 lb down and 94 Ito up at 26-10-0 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1 -8=468, B-29=346, 13-29=-413, 14-26=-1 0
Concentrated Loads (lb)
Vert: 24=-506(B) 17=-740(B) 30=-630(B) 31 =-740(B) 32=-650(B) 33=-650(8) 34=-591 (B) 35=-591 (B) 36=-740(B) 37=-740(B) 38=-740(B) 39=-740(B) 40=-740(B)
41=-740(B)
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473— 1010312015 BEFORE USE.
Design valid for use only with MiTek(g) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Sol'
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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Infornnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FIL 36610
Job Truss Truss Type aty Ply Park Sq/Sebring 11-2410-A
T15412077
PS2410A-1-2 FT2 ROOFTRUSS 1 2 obR
IVII-NUIlUd LUITIUU1, Ddituvv, rL. "' ' "us "'lar 1 ZU 10 W11 leK inuusiries, inc. VVeO 'JG1 414 IZ:Dtl: I I LU 10 rage I
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-KgC_F3Wc62zwWHLuZNHkd5fasrJv44x7hRDcbFyQBs8
2-4-12 -73102 6-210-12 -13 2 -'4 13-6-12 1 5-9-_1.2 li8-0-,12 2G-_3-12 -_8
2112 2-2-8 _3_ 2.3_' 2.,122_ _3_0 2_ 0
Scale = 1:38.5
3x4 1.5X4 11 3x8 1.5X4 11 3x8 1.5x4 5x12 1.5X4 3x10 1.5X4 3x10
1 2 3 4 23 5 6 7 24 8 9 10 11
22 16 25 . - 26 12
2x4
3x8 2x4 11 3x8 7x6 3X8
2x4 5x10
3X10 11 5x12
3X4
2 6-
LOADING (ps" SPACING- 2-0-0 CS1. DEFL. in loc) I/clefl Ud
TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) 0.05 14 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.48 Vert(CT) 0.11 14 984 240
BCLL 0.0 Rep Stress Incr NO WEI 0.71 Horz(CT) 0.00 12 n1a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-S
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD
BOTCHORD 2x6 SP No.2 *Except*
12-18: 2x6 SP DSS BOTCHORD
WEBS 2x4 SID No.3 *Except*
1-21.3-21,3-19,5-19,5-17,7-17,11-13,9-13,9-15,7-15: 2x4 SP No. 1
REACTIONS. (lb/size) 22=366/Mechanical, 12=5359/0-3-8, 16=6138/0-3-8
Max Uplift 22=-53(LC 4),12=-832(LC 5),16=-847(LC 8)
Max Grav 22=506(LC 13), 12=5359(LC 1), 16=6138(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-22=-444/53, 1-2=-879/77, 2-3=-879/77, 3-4=-1 314/648, 4-5=-1 314/648,
5-6=-400/2819, 6-7=-400/2819, 7-8=-3294/706, B-9=-3294/706, 9-1 0=-5062/750,
10-11 =-5062/750, 11-12=-2229/337
BOTCHORD 20-21=-299/1385, 19-20=-299/1385, 18-19=-1319/913, 17-18=-1319/913,
16-17 3723/500, 15-16=-3723/500,14-15=-1048/6955, 13-14=-1048/6955,
12-13=-47/315
WEBS 7-16=-3738/525, 9-14=-291/2137, 1-21 =-75/887, 3-21 =-550/253, 3-19=-622/9 1,
5-19=-1 70/1210, 5-17 1843/243, 7-17=- 115/1216, 11-13=-764/5160, 9-13=-2087/370,
9-15=-4107/573, 7-15=-1 053/7482
PLATES GRIP
MT20 244/190
Weight: 253 lb FT = 20%
Structural wood sheathing directly applied or 5-3-2 oc purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1 ) 2-ply truss to be connected together with 10d (0.131 "xY) nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc.
Webs connected as follows: 2x4 - I row at 0-7-0 oc, Except member 5-18 2x4 - I row at 0-9-0 oc, member 6-17 2x4 - I row at 0-9-0
oc, member 21-2 2x4 - 1 row at 0-9-0 oc, member 3-20 2x4 - 1 row at 0-9-0 oc, member 4-19 2x4 - 1 row at 0-9-0 oc, member 10-13
2x4 - 1 row at 0-9-0 oc, member 9-14 2x4 - 1 row at 0-9-0 oc, member 8-15 2x4 - 1 row at 0-9-0 oc. member 1-21 2x4 - 1 row at
0-9-0 oc, member 21-3 2x4 - 1 row at 0-9-0 oc, member 3-19 2x4 - I row at 0-9-0 oc, member 19-5 2x4 - 1 row at 0-9-0 oc, member
5-17 2x4 - 1 row at 0-9-0 oc, member 17-7 2x4 - 1 row at 0-9-0 oc, member 13-11 2x4 - 1 row at 0-9-0 oc, member 13-9 2x4 - 1 row
at G-9-0 oc, member 9-15 2x4 - 1 row at 0-9-0 oc, member 15-7 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpj=O.l 81 MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water poncling.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No12839
MiTek USA, Inc. Fl. Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
99MA On=
AwARNiNr - 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
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AJexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type City Ply Park Sq/Sebring 11-2410-A
T15412077
PS2410A-1_2 FT2 ROOF TRUSS 1 2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:59:17 2018 Page 2
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-KgC F3Wc62zwWHLuZNHkd5fasrJv44x7hRDcbFyQBs8
NOTES-
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 22, 832 1 b uplift at joint 12 and 847 lb uplift at joint 16.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1685 lb down and 244 lb up at 14-2-12, 1685 lb down and 244 lb up at
16-2-12, 1685 lb down and 244 lb up at 18-2-12, and 1685 lb down and 244 lb up at 20-2-12, and 2708 lb down and 442 lb up at 22-6-12 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-11=-100, 12-22=-10
Concentrated Loads (lb)
Vert: 12=-2708(B) 13=-1672(B) 14=-1672(B) 25=-1672(B) 26=-1672(B)
WARNING Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev, 1010312015 BEFORE USE. %ABU[*
De sign valid for use only ith MiTel<0 connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall on
luilding design. Bracing indicated is to prevent buckling of individual truss elb and/or chord members only. Additional temporary and permanent bracing MiTek'
s aWays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fa bricatio n, storage, delive ry, erect ion a nd b raci ng of truss as an d truss system s, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type QtY Ply Park Sq/Sebring 11-2410-A
T15412078
PS24110A-12 FT3 SPECIAL 1 2 Job Reference (optional)
mia-t-iontia LUmDer, banow, V-L. 0. 10V 5 Mal I I 4V 10 [Vu I eK I HUUbUlUb, H 1U. VVVU VUt 4 I 4-0 —Y ,
ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-H2KkgkYsefDdlaUHhoJCiWkwKezLYwWQ9iijgByQBs6
1-10-12 1 3-1-12 5-4-1 2 I- _1 1.2 8- 0-012 1 1,-7-12 12-4-612 1 1!11- 1 - 12 1 15,10-.12 17-,9-,821 _6_ 16_12 g 0
Scale = 1 30.0
1.5X4 11 3x10 1.5x4 4x8 1.5X4 6x12 1.5X4 412 1.5x4 3x4
1 3x10 2 23 3 4 5 24 6 25 7 8 9 26 10 11
30 1222
5X12 2X4
3x8 7x6
4x12 2X4 4x12 2X4 4x12 =
4X4 11 2X4
1-160- -7-_102 -_1 2 -_161 2 lill-.12 10-7-12 12-2-0 2 22 1 4-1,-.l 2 1 lilO-612 17-09-112121 _6_ 1-9-0 1-6-4
Plate Offsets (X,Y)— [7:0-5-12,0-3-41, [17:0-2-12,0-1-121, [18:0-3-0,0-4-81
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (ioc) I/dell Ud
TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) 0.15 19 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.55 Vert(CT) 0.22 18-19 680 240
BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.02 15 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-S
LUMBER- BRACING-
TOPCHORD 2x4 SP DSS *Except* TOPCHORD
1-7: 2x4 SP No.2
BOTCHORD 2x6 SP DSS BOTCHORD
WEBS 2x4 SP No.3 *Except*
1-21,3-21,11-13,9-13,9-15,3-19,5-19,7-15,5-17,7-17:2x4 SP No.2
REACTIONS. (lb/size) 22=2971/0-6-12,12 102/0-6-0,15=7490/0-6-0
Max Uplift 22=-350(LC 4), 12=-576(LC 12),15=-827(LC 5)
Max Grav 22=3662(LC 2), 12=54(LC 13), 15=9666(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOPCHORD 1-22=-3020/297, 1-2=-5216/469, 2-3=-5216/469, 3-4=-9154/828, 4-5 9154/828,
5-6=-4274/380, 6-7 4274/380, 7-8=-724/8000,8-9=-724/8000, 9-10=-104/1339,
10-11=-104/1339,11-12=-20/582
BOTCHORD 21-22=-36/354,2G-21=-807/8902,19-20 807/8902,18-19=-753/8302,17-18 753/8302,
16-17=-1714/152,15-16=-1714/152,14-15=-4524/411,13-14=-45241411
WEBS 2-21=-505/99, 3-20=-56/1272, 4-19=-488/94, 5-18=-46/1145, 6-17=-552/97,
7-16=-291/95, 8-15 1001/11511, 9-14=-369/237, 10-13=-661/115, 1-21=-494/5544,
3-21 =-4202/386, 11-13=-1 494/120, 9-13=-351/3632, 9-15 3963/370, 3-19=-31/287,
5-19=-86/971, 7-15 71167/652, 5-17=-4593/425, 7-17=-607/6826
PLATES GRIP
MT20 244/190
Weight: 202 Ito FT = 20%
Structural wood sheathing directly applied or 3-5-2 oc purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) 2-ply truss to be connected together with 10d (0. 131 "xY) nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=l 40mph (3-second gust) Vasd=1 08mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 5ft; B=45ft; L=24ft, eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=11.60 plate grip DOL=1.6.0
4) Provide adequate drainage to prevent water ponding.
5) Concentrated loads from layout are not present in Load Case(s): #3 Dead + Uninhabitable Attic Without Storage, #4 Dead + 0.6
MWFRS Wind (Pos. Internal) Left; #5 Dead + 0.6 MWFRS Wind (Pos. Internal) Right; #6 Dead + 0.6 MWFRS Wind (Neg. Internal)
Left; #7 Dead + 0.6 MWFRS Wind (Neg. Internal) Right; #8 Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel, #9 Dead + 0.6
MWFRS Wind (Pos. Internal) 2nd Parallel; #10 Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel; #11 Dead + 0.6 MWFRS Wind
Neg. Internal) 2nd Parallel; #16 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left); #17 Dead + 0.75 Roof Live
bal.) + 0.75(0.6 MWFR3 Wind (Neg. Int) Right); #18 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel);
19 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel).
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED A41TEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE.
De sign valid for use only with Min-ek(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
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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandria, VA 22314.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. Fl. Cent 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
Nil'
MiTek'
6904 Parke East Blvd.
Tampa, FL 36610
Job Truss uss Type Qty Ply Park Sq/Sebring 11-2410-A
S'PECIAL
T15412078
PS2410A-1-2 FT3 1 2 Job Reference (optional)
mio-t-ionoa Lumver, banow, t-L. 8.130 s Mar 11 2018 MjTek Industries, Inc. Wed Oct 24 12:59:19 2018 Page 2
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-H2KkgkYsefDdlaUHhoJCiwkwKezLYwWQ91ijg8yQBs6
NOTES-
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 350 lb uplift at joint 22, 576 lb uplift at joint 12 and 827 lb uplift at joint 15.
9) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 17-9-8; 7-0-0 from 0-0-0 to 17-9-8; 7-0-0 from 0-0-0 to 17-9-8
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 888 lb down at 1-8-8, 888 lb down at 3-8-8, 888 lb down at 5-8-8,
888 lb down at 7-8-8, 888 lb down at 9-8-8, 888 lb down at 11-8-8, 888 lb down at 13-0-0, and 888 lb down at 14-3-8, and 182 lb down at 16-3-8 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate lncrease=1.00
Uniform Loads (plf)
Vert: 1-11=-347, 12-22=-134(F=-124)
Concentrated Loads (11b)
Vert: 22=-1 5 21 =-235(B) 20 235(13) 14=-235(B) 27=-235(B) 28=-235(B) 29=-235(B) 30=-235(B) 31 =-235(B) 32 42(B)
AWARNING- ftilydesig.p.rametars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with ViTelk(D connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and 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 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 uss Type oty Ply Park Sq/Sebring 11-2410-A
ISPECIAL T15412079
PS2410A-1_2 FT4 1
2 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL.
3-0-12
3-0-12
4x4
1
8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:59:20 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-IFu7t4ZUPzLUNk3TFWqRFjHCl2OfHaTZNPSHCay0Bs5
2-9-4 2-2-4
4x4
2X4
12 2 13 3
2-5-12
2.4 3xS 4x4 2x4 11 2X4 11
11 10 9 15 8 16 7
Scale = 1:18.0
3-0-12 5-10-0 8-0-4 1 0-6-0
3-0-12 2-9-4 2-2-4 5-12
LOADING (psf) SPACING- 2-0-0 csI. DEFL. in loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) 0.00 8-9 999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.22 Vert(CT) 0.00 8-9 999 240
BCLL 0.0 Rep Stress Incir NO WB 0.15 Horz(CT) 0.00 7 n/a n/a
BCDL 5.0 Code FBC2017fTP12014 Matrix-S Weight: 134 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x6 SP No.2 *Except* TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
4-6: 2x4 SP No.2 except end verticals.
BOTCHORD 2x6 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
WEBS 2x4 SP No.3 6-0-0 oc bracing: 9-10,
REACTIONS. All bearings 10-6-0.
lb) - Max Horz 11 =30(LC 8)
Max Uplift All uplift 100 lb or less at joint(s) except 11 =-1 22(LC 4), 9=-339(LC 5), 7=-265(LC 5), 1 0=-229(LC 4),
8=-377(LC 5)
Max Grav All reactions 250 lb or less at joint(s) except 1 1=624(LC 1), 9=1560(LC 1), 7=1332(LC 2), 7=1269(LC
1), 1 0=1 281 (LC 1), 8=1 798(LC 2)
FORCES. (11p) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-11 =-594/126, 4-9=-654/153, 3-4=-556/128
WEBS 2-1 0=-1 328/266, 5-8=-277/64
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft, L=24ft; eave=4ft; Cat.
11; Exio B; Encl., GCpi=O.l 8; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 122 lb uplift at joint 11, 339 lb uplift at
joint 9, 265 lb uplift at joint 7, 229 lb uplift at joint 10 and 377 lb uplift at joint 8.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 226 lb down and 90 lb up at
0-1-12, 184 lb down and 99 to up at 2-3-12, and 184 lb down and 99 lb up at 4-3-12, and 184 lb down and 99 lb up at 5-8-4 on top
chord, and 858 lip down and 110 lb up at 6-4-3, 858 lb down and I 10 lb up at 8-4-3, 862 lb down and 106 lb up at 10-4-4, 409 lb
down and 155 lb up at 6-3-12, and 409 lb down and 155 lb up at 8-3-12, and 414 lb down and 150 lb up at 10-4-4 on bottom chord.
The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTak USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa FIL 33610
Date:
October 24,2018
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 M!TekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd.
Safety information available fro. Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job uss Truss Type Ily Park Sq/Sebring 11-2410-A
T154120797ReferencePS2410A-12 FT4 SPECIAL
2? b ReferentJob (optional)
mia-t-ionaa Lumoer, bartow, 1--L. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:59:20 2018 Page
ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-IFu7t4ZUPzLUNk3TFWqRFjHCl2OfHaTZNPSHCayQBs5
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 1-3=-308, 4-6=-100, 7-11 =-10
Concentrated Loads (1b)
Vert: 1 =-226 3=-184 9=-10 7=-1 148(F=-414, B=-734) 8=-409(F) 12=-184 13=-184 15=-1 139(1`409, B=-730) 16=-730(B)
WARMING - V.Hfryd-ign 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
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 oftrusses and truss systems, see ANSI1TPI1 Quality Criteria, OSB-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/Sebring 11-241 O-A
T15412080
PS2410A-L2 FT5 SPECIAL 1 2 Job Reference (optional)
Mid-Flonda Lumber, Bartow, FL. 8.130 s mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:59:20 2018 Page I
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-IFu7t4ZUPzLUNk3TFWqRFjHEl2OnHVVTZNPSHCayQBs5
2-0-0 4-0-0
2-0-0 2-0-0
3x4 2 1.5x4 Scale = 1:9.4
2x4 11 2X4 11
2-0-0 3-11-8 0
2-0-0 1-11-8 i08
Plate Offsets (X,Y)— [5:0-4-0,0-4-81
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) -0.01 5 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.21 Vert(CT) -0.01 5 >999 240
BCLL 0.0 Rep Stress Incr NO WEI 0.41 Horz(CT) 0.00 4 n/a n/a
BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight: 46 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 4-0-0 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) 6=1055/0-3-8,4=1055/0-3-8
Max Uplift 6=-1 22(LC 4), 4=-1 22(LC 4)
Max Grav 6=1084(LC 2), 4=1 084(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-6=-886/106, 1-2=-1517/165, 2-3=-1517/165, 3-4=-886/106
WEBS 1-5=-185/1708, 3-5=-185/1708
NOTES-
1) 2-plytruss to be connected togetherwith 10d (0.131"x3") nails asfollows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water 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 This item has beenwillfitbetweenthebottomchordandanyothermembers.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 6 and 122 lb uplift at electronically signed and
joint 4. sealed by Finn, Walter, PE
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1834 lb down and 189 lb up at using a Digital Signature.
2-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Printed copies of this
LOAD CASE(S) Standard document are not considered
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate lncrease=1.00 signed and sealed and the
Uniform Loads (plf) signature must be verified
Vert: 1-3=-100, 4-6=-10
on any electronic copies. Concentrated Loads (lb) Walter P. Finn PE No,221139
Vert: 5=-1 701 (B) MiTek USA, Inc. FIL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
October 24,2018
A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.
aaaaaa
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 lat
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is aKvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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/Sebring 11-2410-A
T15412081
PS241OA-L2 FT6 SPECIAL 1 2 Job Reference (optional)
Mid-Flonda Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12 59,21 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-DRRV5Qa6AHTL_uefoDLgnxpPUSkQOyhjr3BqkOyQBs4
1-11-2 3-104
1-11-2 1-11-2
3x4 2 1.5x4 11 3
Scale = 1:9.4
2X4
2x4 11
1-11-2 3-10-4
1-11-2 1-11-2
Plate Offsets (X.Y)— [5 0-4-0,0-4-81
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.01 5 >999 -360 - MT20 244/190 -
TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(CT) -0.01 5 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(CT) -0.00 4 n/a n/a
BCDL 5.0 Code FBC2017ITP12014 Matrix-P Weight: 44 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-10-4 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) 6=1302/0-3-8, 4=1302/Mechanical
Max Uplift 6=-1 95(LC 4), 4=-1 95(LC 4)
FORCES. (11b) -Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown.
TOPCHORD 1-6=-1 062/164, 1-2=-1 745/262, 2-3=1 7451262, 3-4=-1 0621164
WEBS 1-5=-297/1982, 3-5=-297/1982
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 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; 8=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=O.l 8; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60
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. This item has been7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 6 and 195 lb uplift at electronically signed and
joint 4. sealed by Finn, Walter, PE
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2212 lb down and 337 lb up at using a Digital Signature.
2-0-0 on boftom chord. The design/selection of such connection device(s) is the responsibility of others, Printed copies of this
LOAD CASE(S) Standard document are not considered
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 signed and sealed and the
Uniform Loads (plf) signature must be verified
Vert: 1-3=-1 00, 4-6=-1 0
on any electronic copies. Concentrated Loads (lb) Walter P. Finn PE No.22839
Vert: 5=-2212(B) MiTek USA, Inc. FIL Carl 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek& 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 pal'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oty Pi Park Sq/Sebring 11-2410-A
T15412082
PS2410A-1_2 G1 HIP 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 112018 MiTek Industries, Inc. Wed Oct 24 12:59:22 2018 Page 1
ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-hd?tlmakxabCc2DsMxsvK8MUPsx9lSpsrixNHTyQBS3
5-0-0 9-4-0 13-8-0 18-8-0 19-M
5-0-0 41:6 4-4-0 5-0-0 1-0-0
Scale 3/8"=1'
4x8 —
6 on W, 17 18
1.5X4 11
19 20
4x8 =
4x4 = 1.5x4 11
3x4 =
3x8 —
1.5x4 11
44 =
5-0-0 9-4-0 13-8-0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defi L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.09 7-8 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.18 7-8 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(CT) 0.06 5 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 84 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-3-2 oc puriins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 9-9-7 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 1=1245/0-7-8,5=1308/0-7-8
Max Horz 1 =-56(LC 6)
Max Uplift 1 =-258(LC 8), 5=-294(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-2259/487, 2-3=-2549/591, 3-4=-2549/591, 4-5=-2253/482
BOTCHORD 1-10=-365/1948, 8-10=-362/1959,7-8=-358/1951, 5-7=-361/1941
WEBS 2-10=0/309, 2-8=-162/749, 3-8=-524/226, 4-8=-169/754, 4-7=0/307
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=24ft, eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 258 lb uplift at joint I and 294 lb uplift at
joint 5.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 218 lb down and 209 lb up at
5-0-0, 70 lb down and 88 lb up at 7-0-12, 70 lb down and 88 lb up at 9-0-12, 70 lb down and 88 lb up at 9-7-4, and 70 lb down and
88 lb up at 11-7-4, and 218 lb down and 209 lb up at 13-8-0 on top chord, and 126 lb down at 5-0-0, 52 lb down at 7-0-12, 52 lb
down at 9-0-12, 52 lb down at 9-7-4, and 52 lb down at 11-7-4, and 126 lb down at 13-7-4 on bottom chord. The design/selection
of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-60, 2-4=-60, 4-6=-60,11-14=-20
Concentrated Loads (lb)
Vert: 2=-171(F) 4=-171(F) 10=-106(F) 8=-83(F) 3=-140(F) 7=-106(F) 17=-70(F) 19=-70(F) 21=-42(F) 22=-42(F)
This item has been
electronically signed and
sealed by Finn, Walter, 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.
VValter P. Finn PE No.22839
MiTek USA, Inc, FIL Cert 6634
6904 Parke East Blvd. Tampa FIL 33610
Date:
October 24,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE 11111-7473 — 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 Bet
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing 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, Alexandra, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Sebring 11-2410-A
T15412083TJOPS2410A-1_2 J51H JACK 2 1
b R eference (optional)
MIU-t'10110d LUIllUeF, tiarlOW, r-L. c,, ou s mar it zui?5 mi ieK inausines, Inc. vvea uct z4 Zu its Flage 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-9pZFW6bMiuk3ECo2weN8sMvd[GNBUzYO4MgxpvyQBs2
1-0-0 5-0-0
1-11 5-0-0
Scale = 1:22.3
5 4
4x6
5-0-0
5-0-0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.05 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.06 4-5 >999 180
BCLL 0.0 Rep Stress Incr YES WEI 0.00 Horz(CT) -0.08 3 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 end verticals.
WEBS 2x4 SO No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=269/0-7-8, 3=129/Mechanical, 4=54/Mechanical
Max Horz 5= 1 17(LC 12)
Max Uplift 5=-52(LC 12), 3=-95(LC 12), 4=-8(LC 12)
Max Grav 5=269(LC 1), 3=153(LC 17), 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=1 40mph (3-second gust) Vasc1=1 08mph; TCDL=4.2psf; BCDL=3.Opsf; h=1 5ft; 6=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interion(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 52 to uplift at joint 5, 95 lb uplift at joint 3
and 8 lb uplift at joint 4.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cart 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
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 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
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/Sebring 11-2410-A
T15412084
PS2410A-1_2 J7 JACK 29
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 112018 MiTek Industries, Inc. Wed Oct 24 12:59:23 2018 Page 1
ID:rFfnwm3Wq?GifrcQMh4ZDxyq_6K-9pZFW6bMiuk3ECo2weN8sMvcxGLMUzYO4MgxpvyQBs2
1-0-0 7-0-0
1-10 7-0-0
Scale = 1:21.8
3x4
7-0-0
7-0-0
LOADING (ps SPACING- 2-0-0 CS1. DEFL. in loc) I/def! Ud PLATES GRIP
TC LL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.12 4-7 >679 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.24 4-7 >348 180
BCLI_ 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n1a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 24 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=183/Mechanical, 2=342/0-3-8, 4=90/Mechanical
Max Horz 2=1 18(LC 12)
Max Uplift 3=-73(LC 12), 2=-59(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 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 6-11-4 zone;C-C for
members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bofforn 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 73 lb uplift at joint 3 and 59 lb uplift at
joint 2.
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev, 1010312015 BEFORE USE.
Design valid for use only with MiTek(S) connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPl1 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 Cry Ply Park Scl/Sebring 11-2410-A
T15412085
PS2410A-1_2 KJ2 JACK 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 112018 MiTek Industries, Inc. Wed Oct 24 12:59:24 2018 Page 1
ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K-dD7djSc?TCswrLNEULvNPZRvjfnlDQZ910QULLyQBs1
1-4-3 2-10-0
Scale = 1:14.7
1.5X4 11
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.00 5-6 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.01 5-6 999 180
EICLL 0.0 Rep Stress Incr NO WB 0.02 Horz(CT) 0.00 3 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 16 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) 6=831/0-3-8, 3=20/Mechanical, 4=24/Mechanical
Max Horz 6=48(LC 8)
Max Uplift 6=-1 73(LC 8), 3=-54(LC 14), 4=-31 (LC 8)
Max Grav 6=831(LC 1), 3=20(LC 1), 4=52(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11b) or less except when shown
Structural wood sheathing directly applied or 2-10-0 oc purlins,
except end verticals -
Rigid ceiling directly applied or 10-G-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 lb uplift at joint 6, 54 lb uplift at joint
3 and 31 lb uplift at joint 4.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 lb up at 1-6-12, and 88 lb up
at 1-6-13 on top chord, and 641 lb down and 93 lb up at 0-1-12, and 34 Ito up at 1-6-13 on bottom chord. The design/selection of
such connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=11.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-2=-60, 2-3=-60, 4-6=-20
Concentrated Loads (lb)
Vert: 6=-641(B) 7=62(F=31, B=31) 8=3(B)
This item has been
electronically signed and
sealed by Finn, Walter, 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.
Walter P. Finn PE No.22839
MiTek USA, Inc, FIL Cert 6634
69D4 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
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 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 enfy 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 ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Infonnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Qty Ply Park Sq/Sebring 11-2410-A
T15412086
PS241OA-L2 KJ5A MONO TRUSS 2
Job Reference (ootional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:59:25 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-5ChOxoddEV_nTVyRl3Qcyn_vL3?hyt2JXg92tnyQBsO
i
1-5-0 7-0-14
3x4l =
Scale = 1: 18.4
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.10 4-7 >816 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.24 4-7 >346 -180
BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.02 2 n/a n1a
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.
BOT CHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=186/Mechanical, 2=378/0-11-6, 4=93/Mechanical
Max Horz 2=90(LC 8)
Max Uplift 3=-65(LC 8), 2=-87(LC 8)
Max Grav 3=186(LC 1), 2=378(LC 1), 4=131(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 3 and 87 lb uplift at
joint 2.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2 lb down and 12 lb up at
1-6-12, 2 lb down and 12 lb up at 1-6-12, and 4 lb down and 50 lb up at 4-4-12, and 4 lb down and 50 lb up at 4-4-12 on top chord,
and at 1-6-12, at 1-6-12, and 6 lb down at 4-4-12, and 6 lb down at 4-4-12 on bottom chord, The design/selection of such
connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=-60, 4-5=-20
Concentrated Loads (lb)
Vert: 1 1=-1 l(F=-6, B=-6)
This item has been
electronically signed and
sealed by Finn, Walter, 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.
VValter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
AWARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473,- 1010312015 BEFORE USE.
Design valid for use only with MiTelkai) 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 T ss Truss Type Qty Park Sq/Sebring 11-2410-APly
T15412087
PS241OA-L2 KJ5H MONO TRUSS 2 1
Job eference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 24 12:59:26 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-ZOFO88dF?p6e5fXdbmxrU—XDT-TOXhKoSmKvbQEyQBs?
0 3-6-7 7-0-14
1'.-5--0 3-6-7 3-6-7
Scale = 1:22.8
1.5x4 11 s 1.5X4 11 5
3x4 =
3-6-7 7-0-14
2-7-13 3-6-7
LOADING (psf) SPACING- 2-0-0 cSI. DEFL. in (loc) I/clefl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.03 6-7 >999 240 MT20 244/190
TCIDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.05 6-7 >999 180
BCLL 0.0 Rep Stress Incr NO WEI 0.03 Horz(CT) -0.04 4 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 34 lb FT = 20%
LUMBER- BRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOTCHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 4=104/Mechanical, 5=100/Mechanical, 8=365/0-2-4
Max Horz 8=91(LC8)
Max Uplift 4=-35(LC 8), 5=-66(LC 8), 8=-210(LC 8)
Max Grav 4=1 04(LC 1), 5=1 19(LC 3), 8=365(LC 1)
FORCES. (11b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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 at joint(s) 8.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 4, 66 lb uplift at joint 5
and 210 lb uplift at joint 8.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 lb up at 1-6-12, 94 lb up at
1-6-12, and 45 lb up at 4-4-12, and 45 lb up at 4-4-12 on top chord, and 34 lb up at 1-6-12, 34 lb up at 1-6-12, and 31 lb up at
4-4-12, and 31 lb up 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). This item has been
LOAD CASE(S) Standard electronically signed and
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate lncrease=1.25 sealed by Finn, Walter, PE
Uniform Loads (plf) using a Digital Signature.
Vert: 1-2=-60, 2-4=-60, 5-9=-20 Printed copies of this
Concentrated Loads (lb) document are not consideredVert: 1 0=66(F=33, B=33) 12=7(F=3, B=3)
signed and sealed and the
signature must be verified
on any electronic copies.
Walter P. Finn PE No.22839
MiTek USA, Inc. FIL Cert 6634
6904 Parke East Blvd. Tampa FL 33610
Date:
October 24,2018
WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 r— 1010312015 BEFORE USE. MANDesignvalidforuseonlywithMiTek(& 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 ffis
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
fabricatio n, storag e, d elivery, erect ion a nd bracin g of trusses and t ri ss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type QtY Ply Park Sci/Sebring 11-2410-A
T15412088
PS2410A-L2 KJ7 JACK 7
Job Reference
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 112018 MiTek Industries, Inc. Wed Oct 24 12:59:26 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-ZOF088dF?p6e5FAdbmxrU—XCGTOmhFjSmKvbQEyOBs?
1 1-0 5-1-9 9-10-1
1-5 , 5-1-9 4-8-8
qJ
Scale = 1:22.5
2X4 =
1x4 11 5
LOADING (ps" SPACING- 2-0-0
TCLIL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Incr NO
BCDIL 10.0 Code FBC2017ITP12014
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
9-10-1
CS1. DEFL. in loc) I/defl Ud
TC 0.38 Vert(LL) 0.03 6-7 999 240
BC 0.43 Vert(CT) 0.07 6-7 999 180
WEI 0.36 Horz(CT) 0.01 5 n/a n/a
Matrix -MS
REACTIONS. (lb/size) 4=128/Mechanical, 2=508/0-4-15, 5=325/Mechanical
Max Horz 2=1 17(LC 8)
Max Uplift 4=-55(LC 8), 2=-1 09(LC 8), 5=-46(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 2-3=-774/90
BOTCHORD 2-7=-150/698, 6-7 1150/698
WEBS 3-7=0/272, 3-6=-758/162
3x4
PLATES GRIP
MT20 244/190
Weight: 42 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=15ft; B=45ft; L=24ft; eave=4ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=11.60 plate grip DOL=1.60
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 55 lb uplift at joint 4, 109 lb uplift at joint
2 and 46 lb uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at 1-6-1,
3 lb down and 11 lb up at 1-6-1, 3 lb down and 41 lb up at 4-4-0, 3 lb down and 41 lb up at 4-4-0, and 27 ib down and 68 lb up at
7-1-15, and 27 lb down and 68 lb up at 7-1-15 on top chord, and 2 lb up at 1-6-1, 2 lb up at 1-6-1, 5 lb down at 4-4-0, 5 lb down at
4-4-0, and 20 lb down at 7-1-15, and 20 lb down at 7-1-15 on bottom chord. The design/selection of such connection device(s) is
the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=11.25
Uniform Loads (pit)
Vert: 1-4=-60, 5-8=-20
Concentrated Loads (lb)
Vert: 13=-53(F=-27, B=-27) 14=4(F=2, B=2) 15=-10(F=-5, B=-5) 116=-35(F 117, 13 117)
This item has been
electronically signed and
sealed by Finn, Walter, 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.
VValter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
69D4 Parke East Blvd. Tampa Fl. 33610
Date:
October 24,2018
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 — 1010312015 BEFORE USE.
Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Bet
building design. Bracing indicated is to prevent buckling of indiVidual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek'
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTP11 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/Sebring 11-241 O-A
T15412089
PS2410A-L2 MG1 JACK 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Mar 112018 MiTek Industries, Inc. Wed Oct 24 12:59:27 2018 Page 1
ID:rFfnwM3Wq?GifrcQMh4ZDxyq_6K-2bpmLUetm7EVip6p9US41 C3MBtcbQbpb_e8ygyQBs_
4-0-12 7-0-0
4-0-12 2-11-4
J'4
1.5X4 11
5x5
3x10 11 4
Scale: 1/2"=1'
4x4
4-0-12 7-0-0
4-0-12 2-11-4
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 0.43 Vert(LL) -0.04 5-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.08 5-7 >992 180
BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(CT) 0.01 4 n/a n/a
BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 40 lb FT = 20%
LUMBER- IBRACING-
TOPCHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 3-6-4 oc puriins,
BOTCHORD 2x6 SP No.1 except end verticals.
WEBS 2x4 SP No.3 *Except* BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
3-4: 2x4 SP No.2
REACTIONS. (lb/size) 1 =1 756/0-7-8, 4=2089/Mechanical
Max Horz I =95(LC 8)
Max Uplift 1 =-297(LC 8), 4=-389(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOPCHORD 1-2=-22301350
BOTCHORD 1-5=-374/1990, 4-5=-374/1990
WEBS 2-5=-350/2139, 2-4=-2442/459
NOTES-
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft, Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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 297 lb uplift at joint 1 and 389 lb uplift at
joint 4.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 236 lb down and 62 lb up at
0-0-0, 1020 lb down and 194 lb up at 2-0-12, and 1020 lb down and 194 lb up at 4-0-12, and 1022 lb down and 192 lb up at 6-0-12 This item has been
on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
electronically signed and7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
sealed by Finn, Walter, PE
LOAD CASE(S) Standard using a Digital Signature.
1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1.25 Printed copies of this
Uniform Loads (plf) document are not consideredVert: 1-3=-60, 1-4=-20
Concentrated Loads (lb) signed and sealed and the
Vert: 1 =-236(F) 5=-1 020(F) 8=-1 020(F) 9=-1 022(F) signature must be verified
on any electronic copies.
YValter P. Finn PE No.22839
MiTek USA, Inc. FL Cert 6634
6904 Parke East Blvd. Tampa Fl. 33610
Date:
October 24,2018
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 — 1010312015 BEFORE USE.
Design valid for use only with MiTek& connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil'
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Symbols
PLATE LOCATION AND ORIENTATION
Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
JL Apply plates to both sides of truss
and fully embed teeth.
0-116..
AF_
For 4 x 2 orientation, locate
plates 0- 'l,d' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request.
PLATE SIZE
The first dimension is the plate
width measured perpendicular4x4toslots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of the
output. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings
supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TP11: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89: Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
0
Of
0
a_
0
l-__
6-4-8 1 dimensions shown in ft-in-sixteenths
Drawings not to scale)
V,
BOTTOM CHORDS
3
A General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCS].
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
0 bracing should be considered.
0
0 3. Never exceed the design loading shown and never2:
0 stack materials on inadequately braced trusses.
0-
0 4. Provide copies of this truss design to the building
1-- designer, erection supervisor, property owner and
all other interested parties.
8 1 7 6 5 1 5. Cut members to bear tightly against each other.
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERSILETTERS.
PRODUCT CODE APPROVALS
ICC-ES Reports:
ESR-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/TPl 1
section 6.3 These truss designs rely on lumber values
established by others.
@ 2012 MiTek@ All Rights Reserved
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSIfTPI 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
ANSITTPI 1 Quality Criteria.
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MID - FLORIDA LUMBER ACQUISITIONS
BARTOW, FLORIDA
TRUSS LOADING CONDITIONS
ROOF TRUSSES FLOOR TRUSSES
TOP CHORD LIUE: 20,0 TOP CHORD LIUE: 40.0
TOP CHORD DEAD: 10,0 TOP CHORD DEAD: 10.0
BOTTOM CHORD DERD: 10,0 BOTTOM CHORD DEAD: 5.0
TOTAL LOAD (PSF) 40.0 ITOTAL L09D (PSF1 55.0
STRESS INCREASE: 1.25 1 STRESS INCREFSE: Lo—
THIS TRUSS SYSTEM HAS BEEN DESIGNED WITH LOADS GENERATED BY 140 MPH
WINDS USING 4.2 PSF TOP CHORD DEAD LORD AND 3.0 PSF BOTTOM CHORD
DEAD LOAD 0 MILES FROM HURRICANE OCEAUNE, CAT. 11, EXP. B (RSCE 7-10)
U) uiU) DER.
Lo are Homes
2410 - A
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Lanai # 2 OPT
Sebring 11 -AFIRSTFLOORREUISIOR
BYPS241OA-L2 "uN/A 0-10-18 BmaxI'll", ill"
28'- 8"
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ALL WALLS SHOWN ARE LOAD BEARING AT 9'-0" UNLESS OTHERWISE NOTED.
1
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SECOND FLOOR
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MID - FLORIDA LUMBER ACQUISITIONS
BARTOW. FLORIDA
2410 -A Park Square
LEYL ADDRESS:
MJDEL
Lanai # 2 OPT Sebrinq 11 -A
REUISM
PS241 OA-1-2 SULE: - lyll-paN BY
N/A 0-10-1 i Bmax
City of Sanford
Building and Fire Prevention
Product Approval Specification Form
0e, e U I L 0/01
Permit # #1 8 4 5 2 4
Project Location Address t6
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 - Tru Single Door w/Sidelites FL8871.7
Sliding MI Windows and Doors Series 420 Alum SGID - 3 Panel FL 15332.9
Sectional Clopay Building Products 94/T40-W4 / 3rd Car Garage
FL 152579.20 (Double Door)
Fl 1527q 19 (R6nH- D—)
Roll Up
Automatic
Other
2. Windows
Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2
Horizontal Slider
Casement
Double Hung
Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL1 5349.1
Awning
Pass Through
Projected
Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2
Wind Breaker
Dual Action
Other
June 2014
Category/ Subcategory Manufacturer Product
Description
Florida Approval #
including decimal)
3. Panel Walls
Siding James Harding Bldg Products Hardie Panel FL1 3223.2
Soffits Aluminum Coils, Inc Coils / Soffits FI-12194.1
Storefronts
Curtain Walls
Wall Louver
Glass block
Membrane
Greenhouse
E.P.S Composite
Panels
Other
4. Roofing Products
Asphalt Shingles IKO Industries, LTD Asphalt Shingles/ Cambridge FL7006.1
Underlayments Warrior Roofing 15 and #30 Roofing Felt 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
Category 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 Adm'iktures
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 Page I of 4 '
MEE ILI: R M
BCIS Home Log In I user Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search
Product Approval0, pr USER: Public User
Product Approval Menu > Product or Application Search > Application Lis > Application Detail
FL # FL6871-R7
Application Type Revision
Code Version 2014
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
N
Therma-Tru Corporation
118 Industrial Drive
Edgerton, OH 43517
419) 298-1740
rickw@rwbldgconsultants.com
Vivian Wright
rickw@rwbldgconsultants.com
Exterior Doors
Swinging Exterior Door Assemblies
Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E.
the Evaluation Report
Florida License PE-43409
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2018
Validated By Ryan J. King, P.E.
W, Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
FL8871 R7 COI (a) CERTIFICATE OF INDEPENDENCE. [)d
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 R7 Equiv of STANDARDS (a),Dd
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Florida Building Code Online Page 2 of 4
Sections from the Code
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
Method 1 Option D
10/13/2016
12/13/2016
10/21/2016
12/15/2016
FL # Model, Number or Name Description
8871.1 a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single
Door (X) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.1.1)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 8871.1 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.1.pdf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
1
8871.2 b ' "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) -
Rustic" Series Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.2. 1& -- -- —
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.2.pdf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
1
8871.3 c. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with
Rustic" Series Sidelite (OX or XO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.3.1)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 R7 AE (a) EVAL 8871.3.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "J" part numbers for these sidelites, which have been
stained or painted within six months of installation.) Note -
ASTM E1300-98 utilized for areas inside the HVHZ)
d sClcassicCraft" 8871.4 or "ClassicCraftsS T6 x 8'0 "Impact" Opaque Fiberglass Single Door with
Rustic" Seriest, Sidelites (OXO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.4.[)df
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.4.pdf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For Fibei-Classic and
SmoothStar sidelites, this product approval requires the use
of "Y' part numbers for these sidelites, which have been
stained or painted within six months of installation.) Note -
ASTM E1300-98 utilized for areas inside the HVHZ
8871.5 e. "FiberClassic" or "SmoothStar"
Series
TO x 8'0 "Impact" Opaque Fiberglass Single Door (X) -
Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.5.pdf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.5 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.5.i)df
Created by Independent Third Party: Yes
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Florida Building Code Online Page 3 of 4 '
specific Model and for any other additional use limitations
and installation instructions.
8871.6 f. "FiberClassic" or "SmoothStar" I Series
TO x 8'0 "Impact" Opaque Fiberglass Single Door with
Sidelite (OX or XO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.6.nd
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 R7 AE (a) EVAL 8871.6.E)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.) Note -
ASTM E1300-98 utilized for areas inside the HVHZ
1
J',8871.7 g. "FiberClassic" or "SmoothStar" TO x 8'0 "Impact" Opaque Fiberglass Single Door withISeriesSidelites (OXO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.7.1)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 8871.7 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.7.r)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.) Note -
ASTM E1300-98 utilized for areas inside the HVHZ
I
8871.8 rC' rhFiberClassic", "SmoothStar",
Cl.sClassicCraft" or "ClassicCraft
RRus ,
CC"
ustic" Seriest,c
60 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) -
Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.8.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 8871.8 for Design Pressure Ratings by FL8871 R7 AE (a) 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 FSber,1 lassic", "SmoothStar", C 2s'icCraft"
60 x 8'0 "Impact" Opaque Fiberglass Double Door with
C a sC C or "ClassicCraft Sidelites (OXXO) - Inswing or Outswing
R . t'C' ustic" Series
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.9.pdf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.9 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.9.Odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "Y' part numbers for these sidelites, which have been
stained or painted within six months of installation.) Note -
ASTM E1300-98 utilized for areas inside the HVHZ
F... FN-.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 :: Accessibility Statement :: Refund Statemen
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electro nic 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 .
Pmduct Approval Accepts:
T
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Florida Building Code Online Page 4 of 4
C r&d't Card
16se
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THERMANTRU
THEP,MA TP_U DOOPS
I I B INDUSTRIAL DR., EDGERTON, OH 4351 7
SMOOTH STAR & FIBER CLASSIC
FIBERGLASS SINGLE"IMPACT" DOOR
W/ "NON -IMPACT" SIDELITES
INSWING / OUTSWING
GENERAL NOTES
1. This product has been evaluated and Is in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural
requirements including the "High Velocity Hurricane Zone"
I (
HVHZ) I
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 "HVHT'ihe opaque door complies with Section 1626 of the Florida Building Code and does not require
an impact resistant covering. The non -impact sidelite must be protected with an impact resistant covering complying
with Section 1626 of the FBC.
4. When used in areas outside of the "HVHZ" requiring wind bome debits protection the opaque door complies with Section
1609.1.2 of the FBC and does not require an impact resistant covering. The door panel meets missile level "D" and
includes Wind Zone 4 as defined In ASTM El 996 and Section 1609.1.2.2 of the FBC. The non -impact sidelites must be
protected with an Impact resistant covering complying with Section 1609.1.2 of the FBC.
5. For 2x stud framing construction, anchoring of these units shall be the some as that shown for 2x buck masonry
construction.
6. Site conditions that deviate from the details of this drowing require further engineering analysis by a licensed engineer or
registered architect.
7. Cutswing configurations using Coastal sill item #4 under active doors, and all sills used under the sidelites, 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 "HVHT'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 or panel details (Fiber classic)
4 Sidelite panel details
5 Horizontal cross sections
6 Vertical cross sections
7 Vertical cross sections
8 Buck and frame anchoring - 2X buck masonry construction
9 Frame anchoring - I X bock masonry construction
10 Components & Glazing details
11 Bill of Materials
71.75'MAX. O.A. FRAME WIDT
17.71" MAX.
FRAME WIDTH
36.00" MAX '
PANEL WIDTH
C) M
0
0
f
15.50" MAX
FRAME WIDTH 11 if fill%
13.75" MAX.
PANEL WIDTH
SMOOTH
INSWING 71.75" x 98.00" 60.0 60.0
STAR
OUTSWING 71.75" x 96.50" 65.0 65.0
FIBER
INSWING 71.75" x 98.00" 60.0 60.0
CLASSIC
OUTSWING 71.75" x 96.50" 65.0 6.o
ee Nneet I U tot design pressure limitations.
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9" MAX. D.L.O. —
1
1—/ INTERIOR
HORIZONTAL CROSS SECTION
Classic craft & rustic)
T'MAX. D.L.0-
EXTERIOR
1-1 INTERIOR
2 " HORIZONTAL CROSS SECTION
Fiber classic)
I" MAX. D.L.,
EXTERIOR
INTERIOR
3 HORIZONTAL CROSS SECTION
Smooth star)
INTERIOR EXTERIOR
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CHK ffY-. LFS
VERTICAL CROSS SECTION 5 VERTICAL CROSS SECTION r6- VERTICAL CROSS SECT ON41
FL-8871.7
Classic craft &rustic) (Fiber classic) (Smooth star)
a
rl 2 A%, V0,
6 77
C". _J(j
NOTE: C 6I kl: 0-
1. Sidelite ass'y fastener; 6" from A 1 1 _J (q (0
each end and 6 more screws P1, fill 11110 0 z 00 0
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SCALE-. N.T.S. OfNOTE E 1
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EMB. (TYP.) CHK BY-. LFS
HORIZONTAL CROSS SECTION r2 HORIZONTAL CROSS SECTION t/ 3 HORIZONTAL CROSS SECTION DRAWING No.:
Oulswing shown - inswing Outswing shown - inswing Outswing shown - Inswing FL-8871.7 '00alsoapprovedalsoapprovedalsoapprovedIs;-- 5 oF 11
2
L
EXTERIOR INTERIOR
VERTICAL CROSS SECTION
Outswing shown - inswing
also approved
VERTICAL CROSS SECTION
Inswing configuration
see general notes sheet I
for "HVHZ" water infiltration
requirements
INTERIOR
EXTERIOR INTERIOR
r _' VERTICAL CROSS SECTION2
Shown w1I X sub -buck
EXTERIOR INTERIOR
5 VERTICAL CROSS SECTION
1:ewgirenconfigutrastionera, 0 e sheet I
for "HVHT'water infiltration
requirements
4V
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see general no es sheet 1
0
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z
requirements
INTERIOR EXTERIOR
see gen6ral nofes sheet I
for "HVHZ" water infiltration
requirements
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N'OT E I EXTERIORW/-A/
INTERIOR
EXTERIOR INTERIOR
VERTICAL CROSS SECTION
D VERTICAL CROSS SECTION Shown w/)X sub -buck
7 Outswing shown - inswing
also approved
NOTE:
1. Screws thru head and sill
jamb located Yfrom each
end and O.C. (TYP.) line.
EXTERIOR INTERIOR EXTERIOR INTERIOR
1 4 VERTICAL CROSS SECTION
Inswing configuration
VERTICAL CROSS SECTION
Jnswing configuration
61
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Outswing configuration
a
INTERIOR EXTERIOR
r6 _ VERTICAL CROSS SECTION
Outswing configuration
F. N.T.S.
UY: DWS
BY: LFS
FING NO
FL-8871.7
r OF _L1
m
16
4"
TYP. HEAD &
MASONRY JAMBS
OPENING
2X BUCK—,,., MULLION
SHOWN FOR 0
REFERENCE
ONLY
BUCK ANCHORING
CONCREFE 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:
AN.C.H—G.R.. ANCHOR MIN AIN. WRA
TyPE.::: f ENTBEqM j:TQ.:MA.SQNRY TO, AD A, ENT. —
EDGE.:::... XANCHOR%: %%.
ITW
4" TAPCONS
ELCO
14" 4" ULTRACON",
WOOD SCREW INSTALLATION NOTES:
1. Maintain a minimum 518" edge distance, I " end distance, & I"o.c. spacing of
wood screws to prevent the splitting of wood.
I
3"
7-
I TT—T
3"
Erl
n
MASONRY fn EQ d
OPENING
FRAME—/
16
TYP. SILL f2XBUCK
TYP.
MULLION
TYP. SILL
HINGEJAMB FRAME ANCHORING
Masonry 2X buck construction
STRIKEJAMB
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FL-8871-7 I Ic
ISHEEr 8 OF I I 1
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THESE (2) ANCHORS REQ'D
ONLY WHEN DP > 60.0 PSF
Eq
4"
7 4" 3"
0:
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HINGE JAMB FRAME ANCHORING STRIKEJAMB
CONCRETE ANCHOR NOTES: Masonry I X buck construction 12
1. Concrete anchor locations at the comers may be adjusted to maintain the min. a 0- 63
Nedgedistancetomortarjoints.
2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to
Lmaintainthemin. edge distance to mortarjoints, additional concrete anchors 12
may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 2
3. Concrete anchor table: L z
nN_0
AN.646k ANICHOk MIN::: WIN. CkEARANCE i AIN.'CLIXARANCE. DA
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TY`PE.::::::. EMElEDAENT, . ... .% SCALE; N.T.S.
EDGE.:: :::ANCHOR. -
ITIN
1/4" 1-1/4" 2"
TAPCON
HINGE DETAIL
DWG. BY.. DWS_
CHK BY'. LFS
DRAWING G.
WOOD SCREW INSTALLATION NOTES:
Maintain a minimum 518" edge distance, I" end distance, & I"o.c. spacing of FL-8871.7
0
SHEEr or
Nwoodscrewstopreventthespill-ting of wood. L1 _ I(D
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4.57"
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I /Z'GLASS 3/4" THK.
li, 1/8"TEMP.
BITE GLASS
1/8"TEMP.
AIR SPACE
SWIGGLE GLAZING
SPACER
DGI-TGLA IINGDETAIILD '
I.. 3/4"insulal.d glass
5.85"
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1/8" TEMP.
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1/8" TEMP.
SWIGGLE GLAZING
SPACER
4.56'
IN
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7/16" GLASS
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AIR SPACE
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25" STEEL
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FL-8871.7
r _LO OF _L1
BILL OF MATERIALS V
ITEM DESCRIPTION MATERIAL ITEM DESCRIPTION MATERIAL
A I X BUCK SG >= 0.55 WOOD 40 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 2 C <3
B 2X BUCK SG >= 0.55 WOOD 41 DOOR SKIN 0.072" THK. (SMOOTH STAR) Fy 6,000 PSI MIN. FIBERGLASS 0: Z-.
C MAX. 1/4!'SHIM SPACE WOOD 42 TOP RAIL (SMOOTH STAR) COMP. z 41: 0 r 6; 2
D 1/4" X 2-3/4" PFH ELCO CONCRETE S EW STEEL 43 LOCK STILE (SMOOTH STAR) WOODAVL
E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE 44j HINGE STILE (SMOOTH STAR) WOOD p?
t2 .
Z ow o
45 BOTTOM RAIL (SMOOTH STAR) COMP. 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 0 n ..z
u q
F 1/4" X 2-3/4" PFH ITW CONCRETE SCREW STEEL 46 PANEL REINFORCEMENT 0.023" THK. (SMOOTH STAR) STEEL z
I 114'X 2-1/4" PFH ITW CONCRETE SCREW STEEL 47 FOAM CORE PoLYURETHANE E z
a w
J
K
1/4" X 3-3/4!'PFH ITW CONCRETE SCREW STEEL 48 SIDELITE SKIN (SMOOTH STAR) FIBERGLASS 9 3 z E0
1/4" X 1-3/4" PFH ITW CONCRETE SCREW STEEL 49 LITE FRAME (SMOOTH STAR) PVC
in a il-
L 10 X 2-1/2'PFH WOOD SCREW (1.15" MIN. EMBEDMENTI STEEL 57 FOAM CORE POLYURETHANE
6
E o
M 9 X 2-1 /Z'PFH WOOD SCREW STEEL 58 SIDELITE SKIN (CLASSICQRAFT) FIBERGLASS o c Ld
N 2X MULLION SG >= 0.55 WOOD 60 FIBER CLASSIC DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS
I INSWING ADJUSTABLE THRESHOLD (IS300AJ) ALUM./WOOD 61 DOOR SKIN 0.137" THK. (FIBER CLASSIC) Fy = 6,000 PSI MIN. FIBERGLASS
2 INSWING THRESHOLD (IS300HP5) ALUM./COMP. 62 TOP RAIL (FIBER CLASSIC) COMP.
3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD (ISP30M) ALUM.1COMP. 63 LOCK STILE (FIBER CLASSIC) WOOD/LVL
4 OUTSWING COASTAL THRESHOLD ALUM./WOOD 64 HINGE STILE (FIBER CLASSIC) WOOD C3
5 _ OUTSWING STANDARD THRESHOLD ALUM./WOOD 65 BOTTOM RAIL (FIBER CLASSIC) COMP.
6 INSWING THRESHOLD ALUM.1COMP. 66 PANEL REINFORCEMENT 0.023- THK. (FIBER CLASSIC) STEEL
7 DOOR BOTTOM SWEEP VINYL 67 FOAM CORE POLYURETHANE ck
8 JAMB (PINE) SG = 0.42 WOOD 68 SIDELITE SKIN (FIBER CLASSIC) FIBERGLASS LdC,
9 JAMB (OAK) SG = 0.42 WOOD 69 LITE FRAME (FIBER CLASSIC) PVC
c-,
10 WEATHERSTRIP FOAM 70 SIDELITE - SEE SIDELITE PANEL DETAIL SHEET FOR DETAILS 0
I I_ HINGE STEEL 71 SIDELITE TOP RAIL COMP.
12 10 X 3/4" PFH SCREW STEEL 72 SIDELITE STILE WOOD t2
13 9 X 3" PFH WOOD SCREW STEEL 73 SIDELITE BOTTOM RAIL COMP- I ca
14 LATCH STRIKE PLATE STEEL C)
15 SECURITY STRIKE RATE STEEL
16 8 X 2-1/2" PFH SCREW STEEL
18 KWIKSET 200 SERIES PASSAGE LOCK STEEL
19 KWIKSET 600 SERIES DEADBOLT STEEL
20 INSWING SIDELITE SPACER FOR HP THRESHOLD (DB14HPA) PVC a- Fn
21 INSWING SIDELITESPACER FOR SELF ADJUSTTHRESHOLD (DB14) PVC
22 OUTSWING SIDELITE SPACER PVC y?
23 6 X 1-314!'PFH SCREW (LITE FRAME) STEEL I-,
24 GLAZING COMPOUND SILICONE A;
a-
25 SEALANT SILICONE Z) 2-1
26 #9 X I" PPH SCREW (LITE FRAME) STEEL
NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42)
DA
SCAM N.T.S.
M. W: DWS
LFS
FL-8871.7
SHM 11 OF
Florida Buildinc, Code Online Paae 1 of')
5
A"
BCjS Home LOg In USer RegiStration Fiat Topics Submit Surcharge Stats Fact Put)ltcations FBC Staff BCIS Site Map UnV3 Search
g,jjP,roduct ApprovalUER: Public User4d 7 bv--%
Ir.ducTApi)rovalM nu>ProAuctorAoclic2tiinc;=arcq>AoplicationLI > Application Detail
FL # FL8871-RS
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Em--il
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Therma-Tru Corporation
118 Industrial Drive
Edgerton, OH 43517
419) 298-1740
rick-w@rwbldg-,onsultants.com
Vivian Wright
rickw@rwbldgconsultants.ccm
Exterior Doors
Swinging Exterior Door Assemblies
Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E.
the Evaluation Report
Florida License PE-43409
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12131/2021
Validated By Ryan J. King, P.E.
R Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
FL6871 RS COI (b) Certificate of Independence. od
Standard
ASTM D1929
ASTM D2843
ASTM D635
ASTM E1300
ASTTA E84
ASTM G26
TAS 201, 202, 203
Florida Licensed Professional Engineer or Architect
FL8871 R8 Eouiv fb) Ecuivalency of Standards,pdf
Year
1996
1999
2003
1998
2000
1995
1994
https://iA,N,-w..floridabuilding.ora/pr/P app dtl.aspx?parain=NA7GEVXQN-tDqt3,3IjWak-2nHx... 1/261 018Ca
2 2
Florida Buildincir Code Online0
Sections from the Code
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
r_ I
Method I Option D
10/17/2017
10/17/20i7
10/19/2017
12/12/2017
Pacyc 2 of 3
FL # Model, Number or Name Description
8871.1 a. "ClassicCraft Rustic" Series T6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single
Door (X) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R9 IT (b) Inst 8871,1.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 8871.1 for Design Pressure Ratings by FL8871 R8 AE (b) Ev.al 6871.1.[)d
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
6871.2 ssicCraft" or "ClassicCraft I T6 x 8'0 'Impact" Opaque Fiberglass Single Door (X) - Series Inswing or Outswing
Limits of Use Installation Instructions
Approv,ed for use in F1VHZ: Yes FLS871 P9 11 (b) Inst 687!.2.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 8871.2 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.2.od
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
8871.3 c. "ClassicCraft" or "ClassicCraftI T6 x ST "Impact' Opaque Fiberglass Single Door with
Rustic' Series Sidelite (OX or XO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FLS671 P8 T1 (b) Tnst 8871.3.od
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 Ratngs by FL8871 RB AE (b) Eval 8871.3.cd
specific Model and for any other additional use limitations Created by Independent Third Par' ty: 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, I Rustic" Series
T6 x 8'0 "Impact" Opaque Fiberolass Single Door with
Sidelites (OXO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL6671 RB 71 (bl Inst 6871.4.odf
Approved for use outside HVHZ; Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: YesDesignPressure: N/A Evaluation Reports
Other: See INST 6871.4 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871,A.od
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.)
8871.5 e. "FiberClassic" or "SrnoothStar" TO x 8T "Impact" Opaque Fiberglass Single Door (X) - I Series Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8971 RS 11 (b).1n.st 8671,5.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 6871.S for Design Pressure Ratings by FL6871 RS AE (bl.Ev.al 8871.5.pd
specific Model and for any other additional use limitations Created by Independent Third Party: Yesandinstallationinstructions.
https://-\7-vNv.floridabuild'ma.org/pr/Pr app dtl.aspx?parana=:,GEVXQ-,-&,tDqty3Z- I — 3 1 Wak—?nHr... 1/26/2018
Floiida Building Code Onliiae Page 3 of 3
6871 6 f. "Fibel-Classic" or "SmoothStar" I 3T x 8'0 'Impact" Opaque Fiberglass Single Door with
Series Sidelite (OX or XO) - Inswina or Clutswing
Limits of Use Installation Instructions -
Approved for use in HVHZ: Yes FL8871 RS 11 (b) -nst 887-,.6,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 INIST 8871.6 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.6.od
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.)
1
8871.7 g. "FiberClassic" or "SmoothStar" 310 x TO "Impact" Opaque Fiberglass Single Door with
Series Sidelitels (OXO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 TI (b) Inst 8871.7.odf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other. See INST 8871.7 for Design Pressure Ratings by FLS871 RS AE (b) Eval 9871.7.pd
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassir and
SmoothSLar sidelites, this product approval requires the use
of '7' part numbers for these sidelites, which have been
stained or painted within six months of installation.)
8871.8 h. "FiberClassic", "SmoothStar", 5T 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 FLS871 R8 11 - (b) Inst 8871.8.pdf -
Approved for use outside HVHZ: Yes Verified By; Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871,8 for Design Pressure Ratings by FL687I R8 AE (b) Eval 8871.8.ipd
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
6871.9 i. "Filbel-Classic", 'SmoothStar", 6'0 x l "Impact" Opaque Fiberglass Double Door with
ClassicCraft" or 'ClassicCraft Sidelites (OXXO) - Inswing or Outswing
Rustic" Serip,;
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 RS II (b) inst 8871.9.1)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 8871.9 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8371,14.od
specific Model and for any other aiditional use limitations Created by Independent Third Party: Yes
and instalia' tion instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "I" part numbers for these sidelites, which have been
stained or painted within six months of installation.)
He --I F
Contac U :: 2601, Blair Stone Road, Tallahassee FL 32399 Phone: 650-487-1624
The State of Florida is an AA/E---D employer. opyriciht 2007-2013 State of F[o,ida. :: Privacv Statemen :: Accessibility Stat—en :: Refund Statemen
Under Florida law, email addresses are public records. If you do not wantyour e-mail address released in respome to a public -records request, do not -sand
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any 0 ' uestions, please contact 850.487.1395. -Pursuart to
Section 45-Ei.275(1), Florida Statutes, effiac ivc October 1, 2012, licensees licensed under Charter 455, F.S. must provide the Department with an email address if
they hav one. The amails provided may be used for official communication with the licensee. However email addresses are public record, If you do riot 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 dick here .
Product Approval Accepts:
https://,A,v.flon'dabuildinc,.ora/pr/j)r—app dtl.aspx?paralia==-,NrGEVXQNA-tDqt),)IjWak-?—nH-r... 1/26/2018
GENERAL NOTES
1. This product has been evaluated and Is in compliance wilh the 611) Edition (2017) Floiido Building Code (FBC)
structural requirements includIng the "l-ligh Velocity I Iviricone Zone" (HVHZ),
2. Product anchors s ioll be as lisled and spaced (is shown on details. Anchor embedment to base molorial sholl be
beyond wall dress ng or stucco.
3. When used In the "HVI-Ir lhe opooue door compiles wilh Section 1626 of file riodda Building Code and does not
require an impact resistant covering. The non -impact sidelite must be protected with on Impact resident covering
complying with Section 1626 of Ihe FBC.
4. When used In areas oofside of the "FIVI-12'reculdng wind bome citbris pioteclion, the opaque door compiles With FBC
Sections 1607.1.2 & R301,2.1.2 and does not require on Impact ro lslcrnf covering. The opaque door meels.missile level
IY' and includes Wind Zone 4 as defined in ASTM E 1996 and FBC Sections 107.122 & R301.2.1.2,1. The non-Irnpact
sIdeliles must be protected with an impact resistant covering complying with FBC Sections 1607.1.2 & R301,2.1.2.
5. For2x stud framing construction, anchoting of those units shall be Ilis some as that shown for 2x buck masonry
conshuclion.
6. Site conditions that deviole from Ilia details of this drowing require fudherongIneeTIng analysis by a licensed
engineer or regislered archilecl.
7. Outswing configurations using coastal sill Item #4 under, active door, and all sills used under the sideliles, meet waler
infillrollon requirements for "HVilir'.
8, Inswing configurations and oulsWing configurations using sill item #5 under the door do not meet the water infillrolion
requirements for the "IM-It'and sholl be im lallod onlyin non-hobilable areas orat habitable locations protected by
an overhang orcariopysuch that Ilia ongle between the edge of conopy orovethang to sill is less than 45 degrees.
TA Ott OF CONTENTS
uscRipffou
I design pressures & general nofes
2 Door ponel details (Smooth star) rSum# 3 Door panel delails jFibPr classic)
4 Sidelile panel (IP10115
5 Horizonlal cross sections
6 V(r—iij-a—icrosssc lions
7 rlical cross sections
a Bickrit)jri6h,eanchodng-2Xbijckmcisotirycoiisiiuclion
9 Frome anchoring - IX buck masonry consinjollon
10 Components & (,lazing delails
1—IT7
8z
54.75'MAX. OA. rRAME WIDII I
37.75" MAX. 15 * 50" MAX. z
rl AME WIDTH FRAMEWIDTH
36.OU'MAX, 13.75" MAX.
PANEILWIDTH PANEL WIDTH P
III fit
Q
INSWING 54.75" x 98.00" 60.0 60.0
SMOOTH
OUTSWING 54,75" x 96.50" 65,0 65.0
STAR
INSWlNG 54.75" x 98.00" 60.0 60.0
FIBER
OUTSWING 4,75" x 94.51Y' 65,0 65.0
CLASSIC
See Sheet 10 for design pressure limilotions.
0 Iq
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DETAIL A -A
Ponel reinforcement
INTERIOR
I HORIZONTAL CROSS SECTION
A.02"
1.53"
ANEL
NERS
ME/ Rut, I I I
TOP RAIL
EXTERIOR
I
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71Za0n1111l'o" z
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9
am 5 ci
INTERIOR
1.53"
28,86% OPEN
AREA MAX. 2 VERTICAL CROSS SECTION'
2
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BY: DWS
BY: LFS_
VWG No.
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n.
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DETAILA-A
Panel feinforcement
INTERIOR
HORIZONTAL CROSS SECTION
1.53"
TYP. 4
CORNERS
OF PANEL
1 1.18r, -
Ko.-(coj
MOLT. OPEN
AREA MAX .
1.53"
Z 0 0 0
a n ..z
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N
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EXTERIOR INTERIOR
2 VERTICAL CROSS SECTION
Q:)
0
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BY: ows
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MG NO.:
FL-8871.6
r 3 OF I 0
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13.76. MAX.
PANEL
WIDTH
U;u-- ru
6
T
LTOP RAII
71 Sidelile
72 S!ILE
q
BOTTOM RAIIT731iod-.1 i10-.M
9'MAX. D.L.
EXTERIOR
i/ INTERIOR \y
HORIZONTAL CROSS SECTION
Classic craft & risfic)
6.57'MAX. D.L.,
EXTERIOR
INTERIOR
r2—' HORIZONTAL CROSS SECTION
Fiber classicl
I" MAX. D.L.
EXTERIOR
INTERIOR
3'\ HORIZONTAL CROSS SECTION
Smooth star)
IL
EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR
w%o 6z
Co:z—
5 41.- 0 r
C u) -
47 3 ' AZ 0, 0
0 z
T.
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0 m
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ER. '. L4
A -.
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INTERIOR
I En
ICR
Lip
U71
4 VERTICAL CROSS SECTION VERTICAL CROSSr5 SECTION 6 I ERTIC&C ROSS SECTION
fc1assic craft & rustic) Fiber classic) a )
t
2
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or,
z
z d0n z
INTERIOR, n7O
u 6 o 0-
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EXTERIOR LO
PE 11, z
m
1-1/4 MIN. NO
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4 H 11 NIA' xo
xI su b b 1LPk
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m
7 7
C'SINK L CSINK
TYP.I ITYP.)
V) z
INTERIOR
INTERIOR
EXTERIOR
12 12 140 EXTERIOR 16 N
m .,5122108
L 1 11 1 d SCALE: N.T.S.
601-1 14"MIN. 1-114"MIN. DWO. EFY. DWS
EMB. ITYP.) EMB. (TYP.) CHK. BY-. LFS
HORIZONTAL CROSS SECTION 2 HORIZONTAL CROSS SECTION 3 HORIZONTAL CROSS SECTION DMRIG No.:
Oulswing shown - inswing ".)0 Iswing hown-Inswing Outswing shown - Inswing FL-8871.6
also approved .1suo approsved also approved ---
SHEEr 5 OFjL
L
z
U
EXTERIOR --Y/— INTERIOR
VERTICAL CR OSS SECTION
Oulsviing shown - Inswing
also opFoved
EXTERIOR INTERIOR
I
EXTERIOR —//— INTERIOR
2 VERTICAL CROSS SECTION
6 Shown w/IX sub -buck
EXTERIOR
Z
INTERIOR EXT Lk R' 0,
ol oz no 11 ZO
0 .:
0 - Z' 0zM
z 10
40j60
2 Lq V
9 d
E
L4
6Z) : M IL
ccC) nO
cp
L, LU
ILE
RE
Ln
r3 VERTICAL CROSS SECTION
Oulswing configralion
see general no (as sheet I
wlor"livlir' alerinfiltrallon 0
requirements
INTERIOR
d Z!
INTERIOR EXTERIOR
see general notes sheet I see general notes sheet I see `ge4erdnor i il j t I
tor"tIVHZ " water infillra lion for I IVHT'woler Infillrallon terinfillration
requirements requirements eo=wntc'
DWG. BY.- DWS
01K. BY.- LFS
DRAWAJG 110,
FL-8871.6
SHEE7 OF _I I
4
C, 9'. <
0. Z-
z
z 6 m
INTERIOR EXT I
I
i
it
o n z
u z,
E mLd6 C Llznm
5
22
8
9 8
EXTERIO INTERIOR EXTERIOR INTERIOR
Ln
VERTICAL CROSS SECTION YERTiCAL CROSS SECTION
Outswing shown - inswing Shown w/IX sub -buck 0o:
also appioved ca
o
VERTICAL CROSS SECTION3
Oulswing configurallon
EXTERIOR INTERIOR
4 UE LICAL C SS SECTION
Inswng con g u lion
EXTERIOR INTERIOR
VERTICAL CROSS SECTION
Inswing configuration
61
INTERIOR EXTERIOR
6 VERTICAL CROSS SECTION
7 Oulswlirigconfjgurolion
L N.T.S,
BY: __ DWS
U. LrS
ffitic; nam
FL-8871.6
Li 7 oF I I
MASONR
OPENIN
2XBUCK
4" -
1ff. —1 1:: --1 1- 4'
D
yJ TYP. HEAD &
G JAMBS
MULLION
SI IOWN FOR
EFERENCE
ONLY
0
BUCK ANCHORING
I
7
X
d
Cj
CONCRETE ANCHOR NOTES:
I . Concrete anchor locations at the corners may be adjusted to maintain the min.
edge distance to morfarloints.
2. Concrete anchorlocafions noted as "MAX. ON CENTER" must be adjusted to
maintain the min. edge distance to mortarloints, additional concrete anchors
may be required to ensure the "MAX. ON CENTER" dimension are not exceeded.
3. Concrete anchor table:
in
E
HINGEJAMS
ANCHOR: MIW'CLEARM.(;E:
M t,-- thl ED EN to: ASONRY'' T0.ADJAGFNV'
N, 110V
ITW
1/4" 1-1/4" 2" 4"
TAPCON"
ELCO
1/4" 1-1/4" V 4" WRACONO
VVUC)L) 5UKt:YY IMfALLAHUN NUItS:
1. Maintain a mininnurn 5/8"edge distance. l"end dtilonce, & V o.c. spacing of
wood screws to prevent the splitting ofwood.
3"
zt)
0
I I FT—T
fit z 0 .0 zo
L
I%%
Z.
TYP. HEAD & cd 0MASONRYJJAMBSW' ' 5
OPENING
7
0 U Ld
FRAME—/
TYP. CtC C3 rk: 0 Q ,
QT
2XBUCK MUWON C)
c'
I F
TYP. SILL
r, d
YP- SILL 0
Cam
FRAME ANCHORING STRIKEJAMB e- Masonry 2X buck constru
HINGE DETAIL LATCH & DEADROLTOFFAll,
SME: N.TS.
MG. BY: DWS
CH9. Ery.. LFS
DRAM40 NO.;
FL-8871.6
s iccr 8 OF-11,
L
THIS ANCHOR
ONLY WHEN DP
REQ'D
60.0 PSF 4" 3-
TYF. HEAD &
cdJJAMBS
MASONRY
OPE14ING
FRAME
d
TYP.
P. I X BUCK
MULLION
TYP. SILL
TYP SILL
IIINGEJAMS
CONCRETE ANCHOR NOTES: FRAMEANCHORING
1. Concrete anchor locations at the corners may be adjusted to maintain the min. Masonry I X buck conslruction
edge distance to mortarjoints.
2. Concrete anchor locations rioted as "MAX ON CENTER" must be adjusted to
maintoin 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:
ANC146k" AN046k. NIW- MIN.''!ZfEARAN E-.....
TYPE EMBEDMENT.' MASONRY;f..."..- TO-'ADJA CENTt.;
ANCHQR*.:—,
ITW
1/4" 2" 4" TAPCONO
YVUL)U 5C:teLVV INS 1ALLAUUM NUIO:
1. Maintain a mInfirrium 515" edge distance, )"end distance, & I" o.c. spacing of
wood screws to prevent the spiliting of wood.
STRIKE JAMB
LATCH & DMI)BOLT OETAIL
HINGE DETAIL
45
08`0
N),:-.
z
C -
Z
0
111111 11W
a. a
0 Z
2
G I I
z U
k EO I . .
E u 5 q a n-
za6E
M
r2 0OL) X
wo
Lo-
E: N.T.S.
ay: DWS
13y; LF-
MIX; 110.:
FIL-8871 6
ET 9 OF -1L
N
5.72'
T
lnswing adjustable
4,57"
4 THRESHOLD
oulswing coastallull1.11.1 —0-1-D.
I.,
SAS'
r,—-T IR[511 LD
InsWng adjustable
C!
T
OulsyAng standard
2.14"
F
eINIW.ING 1ID11ITE
20 ":, Spacer
1/2" GLASS 3/471-11(
BITE GLASS
1 /8" TEMP.
AIR SPACE
1/8" TEMP.
SWIGGLE GLAZING
SPACE24SPACER
G 0-,q 1,11`,NG DETAIL
r, u,
711411 M A"
T-
THRESHOLD
InsMng self -adjust
IINIIWING 111111.111
21 Spacer
G LAIING DETAIIG21. "s'.
GD "..
I" insulated glass
2.12"
T
I"THK
T &
amb
GLASS 16, GLASS
BITE
1/2"THK.
I OTEMP. GLASS
AIR SPACE 1/8"IEMP.
I/WTEMP. AIR SPACEF.25"
I /W'7EMP.
GLAZING STEEL
24 INTERCEPT
23 5PACER
G3 DETAIL
I
LAIIINUI,G
T glass1/7'insulated glass
Tm
it re: 2 0.
41: o --m
I I lit
0 x 0
0
E z
0 9 6 0 IL4,0
C Ld
cr LJ w
a Ud
r,
SCAU: N.T.S.
DWG. UY: Dws
O"K. BY. LFS
T"j'aA-l'o
rL-8871.6
slim 10 or IJIt— Q
AILL OF MATERIALS
ITEM DESCRIPTION MATERIAL ITEM DESCRIPTION MATERIAL
I X BUCK SG >= 0.55 WOOD 40 SMOOTHSTARDOOR -SEE DOOR PANEL DETAILSHEET FOR DETAILS_
B 2X BUCK SG >= 0.55 WOOD 41 DOOR SKIN 0.072"THK. (SMOOTH STAR) Fy 6,000 PSI MIN. FIBERGLASS
C MAX. 1/4" SHIM SPACE WOOD 42 TOP RAIL (SMOOTH STAR) COMP, z o z
DrA 1/4" X 2-3/4" PFH ELCO CONCRETE SCREW STEEL 43 LOCK STILE (SMOOTH STAR) WOODILYL A , E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE 44 1 INGE STILE (SMOOTH STAR) WOOD
pv,
vi11z
45 BOTTOM RAIL (SMOOTH STAR) COMP. 301 OR HOLLOW BLOCK CONFORMING TO ASW C90 0 ..z
F 1/4" X 2-3/4" PFH BW CONCRETE SCREW STEEL 46 PANEL REINFORCEMENT 0.023" THK. (SMOOTH STAR) STEEL 0
H 3/16" X 3-1/4"PFH BW CONCRETE SCREW STEEL 47 FOAM CORE POLYURETHANE cli 0
1 1/4" X 2-1/4" PFH ITW CONCRETE SCREW STEEL 48 SIDELITE SKIN (SMOOTH STAR) FIBERGLASS 6
J 1/4" X 3-3/4" PFH ITW CONCRETE SCREW STEEL 49 LITE FRAME (SMOOTH STAR) PVC
K Cj-314" PFH ITW CONCRETE SCREW STEEL 57 FOAM CORE POLYURETHANE
L It 10 X 2-1 /7' PFH WOOD SCREW (1.15" MIN. EMBEDMENT) STEEL 58 SIDELITESKIN CLASSIC CRAFTJ FIBERGLASS
9 X 2-1/2j ffl WOOD SCREW STEEL 60 FIBER CLASSIC DOOR - SEE -DOOR PANEL DETAIL SHEET FOR DETAILS A
N 2X MULLION SG >= 0,55 WOOD 61 DOOR SKIN 0.137'THK. (FIBER CLASSIC) Fy = 6,000 PSI MIN. FIBERGLASS
I INSWING ADJUSTABLE THRESHOLD (IS300AJ) K—LUtA-/WO0D 62 TOP RAIL (FIBER CLASSIC) COMP.
2 INSWING THRESHOLD JIS300HP5) ALUM./COMP. 63 LOCK STILE (FIBER CLASSIC) WOOD/LVL
3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD (ISP30M) ALUM./COMP. 64 HINGE STILE (FIBER CLASSIC) WOOD
4 OUTSWING COASTAL THRESHOLD ALUM./WOOD 65 BOTTOM RAIL (FIBER CLASSIC) COMP.
5 OUTSWING STANDARD THRESHOLD ALUM./WOOD 66 PANEL REINFORCEMENT 0.023" THK. (FIBER CLASSIC) STEEL 2
6 INSWING THRESHOLD ALUM./COMP. 67 FOAM CORE POLYURETHANE LU
7 DOOR BOTTOM SWEEP VINYL 68 SIDELITESKIN FIBERCLASSIC) FIBERGLASS R
8 JAMB [PINE) SG >= 0.42 WOOD 69 LITE FRAME (FIBER CLASSIC) PVC
9 JAMB (OAK) SG >= 0.42 WOOD 70 SIDELITE - SEE SIDELITE PANEL DETAIL SHEET FOR DETAILS
10 WEATHERSTRIP FOAM 71 SIDELITE TOP RAIL COMP.
0
11 HINGE STEEL 72 SIDELITE STILE WOOD
12 4 10 X 3/4" PEH SCREW STEEL 73 SIDELITE BOTTOM RAIL comp.
13 119 X &'PFH WOOD SCREW STEEL u 0
14 LATCH STRIKE PLATE STEEL e
15 SECURITY STRIKE PLATE STEEL iT
16 8 X 2-1/2" PFH SCREW STEEL a
18 KWIKSEr 200 SERIES PASSAGE LOCK STEEL
19 KWIKSET 600 SERIES DEADBOLT STEEL L-Din
20 INSWING SIDELITE SPACER FOR HP THRESHOLD (DB I 4HPA) PVC c
21 INSWING SIDELITE SPACER FOR SELF ADJUST THRESHOLD (DBI 4) PVC 0 cl o22OUTSWINGSIDELITESPACERPVC
23 6 X 1-3/4" P H SCREW (LITE FRAME) STEEL o
24 GLAZING COMPOUND SILICONE 0- NA: I n- 2
n25SEALANTSILICONE
6 Tfl" PPI-1 SCREW (LITE FRAME) STEEL I'M w
NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) 0 0
DAIE! 5/22/08
Sw N.T.S.
DWG. BY. DWS
MR. BY: Lf-s
DRAMIM
FL-8871.6 DD
SHEET OF
3
Florida Buildina Code Onlille Pace I of')
1, it
BCIS Home I Log in User Reoistration HotTopics SubmitSurcharge Stats 8, Facts P,,blications FBC Staff BMS Site Map Links Search I
r Product Approval
USER: Pubfic User
J-
PrOdlic, APProval Menu > PmdVi;j or Application Search > A001i 2HOn Lis Application Detail
FL # FL15332-R4
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
MI Windows and Doors
650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlinger@miwd.com
Brent Sitlinger
bsitJinger@miwd.com
Exterior Doors
Sliding Exterior Door Assemblies
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
r—a Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Luis Roberto Lomas
the Evaluation Report
Florida Ucense PE-62514
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2018
Validated By Steven M, Urich, PE
q Validation Checklist - Hardcopy Received
Certificate of Independence FL15332 RA CO] FLCO1.pdf
Referenced Standard and Year (of Standard) Standard Year
AAMA/WDMA/CSA 101/J.S.2/A440 2008
Equivalence of Product Standards
Certified By
Sectdons from the Code
Product Approval Method Method I Option D
l'ittps:ll-vN,,A,w.floridabuildincr.org,lprlpr_app__dtl.aspx?parai-n=:-,N,GEVXQN,tDqtH8-72qvd A71d... 2/1/2018
Florida Buildinc, Code Online
1
Paae 2 of 'D
Date Submitted 08/1112017
Date Validated 08/1312017
Date Pending FBC Approval 08115/2017
Date Approved 10/1012017
Summary of Products
FL #
I15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"xSO' NOWIREINFORCED I
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL'15332 R4 11 08-00500E.nd
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 510607D.t)d
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"xBO" NON - I I REINFORCED I
Limits of Use Installation Instructions
Approved for use in HVHZ: No FLIS332 R4 H 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 FLIS332 R4 AE 510805D.pd
PRESSURE RATINGS Created by Independent Third Party: Yes
15---32.3 SERIES 420 ALUMINUM SGD
REINFORCED
SERIES 420 ALUMINUM SGD REINFORCED OXO
145-3/4"x96"
Limits of Use Installation Instructions
Approved for use in HVHZ. No FL15332 R4 11 08-02248C.pdf
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 F115332 R4 AE 51296BC.Ddf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX
REINFORCED 196"x96"
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15 32 R4 !I 08-02249C.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 FL153-,2 R4 AE 512969C.Ddf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.5 SERIES 420 ALUMINUM SGD
REINFORCED
SERIES 420 ALUMINUM SGD REINFORCED XXX 143"Y96"
Limits of Use Installation Instructions
Approved for use in HVHZ.- No FL15332 R4 !IL-02250C.pdf
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 FLIS332 R4 AE 512Q70C.Ddf
PRESSURE RATINGS Created by Independent Third Party: Yes
I15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XXIALUMINUMSGD196'x96' I
Limits of Use Installation Instructions
Approved for use in HVHZ-. No FL151,32 R4 11 08-00499E.Ddf
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 510806D.odf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" I ALUMINUM SGD
Limits of Use Installation instructions
Approved for use in HVHZ: No FLIS332 R4 11 06-00501E 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
htLps://iN,,\-k-"7.floridabuilding.orc, r/T)r app dt.aspx?param=wGE\TXQ-,ArtDqtH8572q-%,d'ATId... 2/1/2018P-- , — — I
Florida Building, Code Online Pagge 3 of 3 )
Other; REFER TO APPROVAL DOCUMENT FOR DESIGN FL15-33' R4 AE SID808D.Ddf
PRESSURE RATINGS - I Created by Independent Third Party: Yes
15332.3 SERIES 430/440 ALUMINUM SGD I SERIES 430/440 ALUMINUM SGD XXX 143"xSO' NON -
REINFORCED
Limits of Use Installation Instructions
Approved for use in HVHZ, No FLIS332 R4 11 08-00502E.i)df
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R4 AE 510809D.odf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.9 SERIES 430/440 REINFORCED SERIES 4301440 REINFORCED ALUMINUM SGE) XXX
ALUMINUM SGD 143"x96"
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R4 11 08-00503E.Od
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other, REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510810D.ydf
PRESSURE RATINGS Created by Independent Third Party: Yes
F .7- K9
Contact US !: 2601 Slair Soon- Road, Tallahassee FL 3210 Phone, 850-487-162
The State oF Florida is an A)EEO employer, Copyright 2007-2013 State of Florida. :: Prw-y St3temen :: Acces ibflftv Statemeh :: Refund sitatmen
Under Florida law, ernail addresses am public records. If you do not want your e-mail address released in response to a public-recordS request, CIO not send
electronic mail to this entity. Instead, contac the office by phone or by traclitjohal mail. It you have any questions, please contact E50.487.1395. -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 emall address It
they have one. The ennails provided may be used for Official communi=ion 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 dick here .
Product Approval Accepts:
Im 99 9E, FE M3
C 6'd'i Card
Safe
https://Nv-,vw.floridabuildinc,.orc,/nr/pi app d aspx"paraii-i==NvGEVXQiN-tDqtH8572q-,,dNk'Id... 2/1/2018Vti
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 1X BUCK 13 NOT USED
DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE,
SELECTION OF COATING OR MEMdRANE 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 5063-T5.
6. UNITS MUST BE GLAZED PER ASTM E130D-04/09 WITH SAFETY GLASS.
7. APPROVED IMPACT PROTECTIVE SYSTEM 15 REQUIRED FOR THIS PRODUCT IN WIND BORNE
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 MASON RY/CONCREI E USE 3116' 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 INSTALLkrlON 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 I (OR GREATER).
D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063-75 .048" THICK MINIMUM
15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, PIX
I TABLE OF CONTENTS I
SHEET NO.1 DESCRIPTION
1 NOTES
2 - 3 ELEVATIONS
4 - 10 lNSTALLATIC
REYISIONS
REV ESCRIPTION DATE PPSUVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R,L
0 REVISED INSTALLATION DETAILS 08/03/15 R.L.
C REVISED INSTALLATION DETAII-9 06/21/17 R. L.
SIGNED: 0612112017
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
9.
GRATZ, PA 17030 F NT'
6 1SERIES420SGDREINFORCEDWITHOUTADAPTER
96" x 95"
NOTES
Ei
f gG . = TAT OF
DRAWN: I I No. REV
V.L. 08-02249 C 10NA1,
SCALE NTS DATE SHET10/.30/13 1 I OF 10
Luls R. Lomas P.E.
FL No.: 62514
L. RORERTO LOMAS P.F,
1432 WOODFORD RO LEWISVkLE. NC 27023
434-686-0609 r1lomasngIrlo spe.com
I
Ff
Hf
6 11 MAX
95" MAX FRAME WIDTH
2) ANCHORS PER LOCATION
SEE CHART #3
FOR NUMBER OF LOCATIONS
REQUIRED
17".MAX
0 C.
6" MAX
I--
17" MAX
D.C.
16- T-
IAX
AME
IGHT
61, MAX
6" MAX
SERIES 420 SGD REINFORCED WITHOUTADAPTER
EXTERIOR VIEW
DESIGN PRESSURE RA TING IMPACTRATING
35.OPSF NONE
SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS
NOTES:
1. MAXIMUMPANIFLSIZE:48112'x95'
2. MAXIMUAID.L.O.:44518"Y90518"
HARDWARE SCHEDULE
FLAT MOUNTED HANDLE SET (99-04-145) AT 38 3/4' ON CENTER FROM PANEL BOTTOM
METALLIC TANDEM ROLLERS (99-17-195) AT EACH END OF PANEL BOTTOM RAILS
JMlNUM 6063-TG REINFORCEMENT EEG) AT ALL PANEL INTERLOCKS
CHART#I
WHERE WATER INFILTRATION RESISTANCE IS REQUIRED.
qr AInTir a cpppr i
Design pressure chart (psq
Fran^e
Single Panel anEf Total Fianv Width in)
Hei)Ihf
jO*OjO*O 36.00 42.0 48.0
in 0 I'Di-0: A 72.00 64.00 96.00
P- N g P- N g Pa. Ney
84.o 10.0, AP.sN.g
58.4 40.0 50.9 40.0 46.7 40.0 42.0
88.0 40.0 55.2 40.0 48.0 40.0 43,0 39.4 39.4
92.0 40.0 52.4 4D,D 45A 40.0 40.6 37A 37.1
96.0 1 10.0 49.8 40.0 43.1 38.4 38.4 35.0 350G
CHART#2
WHERE wA TER INFIL TnA TION RESISTANCE IS NOT REQUIRED.
SEE NOTE 9 S14EET I
Design pressure charl (p4
Fr.;ne
Single Fanel and Total Frayne WOO, in)
Height
10-0 38.. i 4 .0 4 .0
in)
WCCI 72.00 64.00 96.00
Poo Ni,g Pas I N.g as eg PON Neg
84. 0 58.4 58.4 5D.9 5D.9 45.7 45.7 42.0 42.0
08.0 55.2 55.2 48 0 1 48.0 43.0 43.0 39.4 39,4
92.0 52A 52.4 1-4
45.4
11
1 45A 40.6 40.6 11 1
9r,.o 79-8--vq-6 Y. I
CHART#3
IV(iniberofnnclior ocoiioiisreci(iired I
Fraim Single Panel and T tal Frmrm. Width (in)
Height
30,0 36.0 42.0 1 48.0
in)
6 0 72.0 84.0 96.0
H&S J.NN5 H&S J.-b H&S Jamb H&S a.,b
s4.o 4 i6 5 6 6 6 6 6
8.0 4 6 6 6; 6 6
92.0 4 6A6 LS656 6 6
96.0 4
REVISIONS
DESCRIPTION DATE PR
ADDED FLANGE AND PIN INSTALLATION 12/10/13 R.L.
REVISED INSTALLATION DETAILS DS/03/15 R.L.
REVISED INSTALLATION DETAILS 06/21/17 R.L.
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
GRATZ, PA 17030
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" X 96"
ELEVATION
V. L. 1 08-02249
SCALE NTS ICA" 10/30/13 2O F 10
I. RODERTO LOMAS P. F.
1432 WOODFORD no LEWISVILLE, NG 27023
434-08-0609
SIGNED: 0612112017
r N'T 'p
9TAT 0;'
0
ONAIL':
101111w,\
Luis R. Lomas P.E.
FL No.: 62514
c
Iv
FR
HE
95" MAX FRAME WIDTH
k (1) ANCHOR PER LOCATION
AT HEAD & JAMBS
SEE CHART #4
FOR NUMBER OF LOCATIONS
REQUIRED
6" MAX 17' MAX
1-r O.C. 6" MAX
6" MAX
T-
17" MAX
D.C.
AX
T-
ME
GHT
15" MAX
2) ANCHORS PER LOCATION
SERIES 420 SGD REINFORCED WITHOUTADAPTER AT SILL
EXTERIOR VIEW SEE CHART #4
FOR NUMBER OF LOCATIONS
DESION PRESSURE RATING I PACTRATING REQUIRED
35. OPSF NONE
SEE CHA RTS # 1 AND #2 SHEET 2 rOn OTHER UNITS nA TINES
HARDWARE SCHEDULE
1) FLAT MOUNTED HANDLE SET (99-04-1-15) AT 38314- ON CENTER FROM PANEL BOTTOM
1) METALLIC TANDEM ROLLERS (Sg-17-195) AT EACH END Or PANEL BOTTOM RAILS
ALUMINUM 6063-TB REINFORCEMENT (6615) AT ALL PANEL INTER LOCKS
RENISIONS
REV ESCRIPTION
A ADDED FLANGE AND FIN INSTALLATION
B REVISED INSTALLATION DETAILS
C REVISED INSTALLATION DETAILS
NOTES.,
1. MIAXIMUM PANEL SIZE: 48 11;1"x 95'
2. MAXIMUMD,L.O.:44518"X90518"
CHART#4
NunpherofericiparlocaffafisreqLtired
Frame
Single Panel and Total Unit V%AdIh (h)
Hei hl
3 0
60 36.0 42.0 48.0
in)
j 72.0 84.0 96.0
Ids Jamb H&S I Jamb H&S Jamb H&S I Jamb
84.0 4 6 5 6 a 6
88.0 4 6 5 1 6 6 6
920 4 6 —15 6 6 6 CuC
Lk 4 6 1 5 1 6 6 _ 6 6 6
MI WINDOWS AND DOORS LLC
65D WEST MARKET STREET
GRATZ , PA 17030
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" X 96"
FIN ELEVATION
DRAWM wo No.
V.L. 08-02249 RC
SCALE NTS 1— 10/30/13 ISME"3 OF 10
L.RO[?FF4T0L0MA,qP.F.
1432WOODrORPROLEWISVILLC,NC2,02,7
4,14",,08-0609 ri)onli,4@idoniaspe.com
DATE PROVEO
12/10/1.3 R.L.
08/03/15 R.L.
06/21/17 R.L.
SIGNED: 0612112017
ON10 11,11ffll
41
r, E N , * I.-? LP
WTAT 0;
10NAIL
111111110,
Luls R. Lomas P.E.
FIL No.: 62514
1/2" MIN '
EDGE DISTANCE
WOOD FRAMING
1 3/13" MIN.
OR 2X BUCK EMBE7 ENT
BY OTHERS
MAX.
SHIM
10 WOOD SPACE
SCREW
10 WOOD
SCREW
WOOD FRAMING
OR 2X BLICK
BY OTHERS
EXTERIOR 11 11 11 11 WTERIOR
VERTICAL CROSS SECTION
WOOD FRAMING On2X BUCK INSTALLATION
NOTFS
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTAf E2112
I
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
MIN.
ENT
ilN.
LU lt. uizTANCE
1 3/8" MIN.
EMBEDMENT
7-
1/2- MIN.
EDGE D13TANCE
10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
REMSIONG
REV DESCRIPTION DATE APPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
8 REVISED INSTALLATION DETAILS OEI/03/15 R.L.
C REVISED INSTALLATION DETAILS 06/21/17 R.L.
1/4" MAX.
SHIM SPACE
IGO
I'll Ell
INTERIOR
EXTERIOR
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2XBUCI(INSTALLATION
SIGNED: 0612112017
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
GRATZ. PA 17030 G
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" x 96"
0
zz: *
4 61<
OFFRAMEINSTALLATIONDETAILSWTAT 47jo. " X
DRAWN: OWG NO. lEl
I
V. L. 08-02249 I C ON 1-
svAL NTS JDATE 1()/30/13 1 STREET 4 OF 10
A
0/111111IN0
L. ROSCRTO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE. PIC 2702.3 Luis R. Lomas P.E.
434-609.0609 FIL No.: 62514
1 1/2" MIN_ 1" MIN.
SEPARATION EDGE DISTANCE
1 1/4 MIN.
EMBEDMENT
CONCRETE/
MASONRY
BY OTHERS 1/4- MAX,
SHIM SPACE
OPTIONAL
1X BUCK
TO BE
PROPERLY
SECURED
SEE NOTE 3
SHEET 1
3/16- TAPCON
3/16" TAPCON
MASONRY/
CONCRETE
BY OTHERS
EXTER10F? INTERIOR
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
1 1/4" MIN.
A. 1,
EMBEDMENT
7
2 7/8" MIN 1 " MIN.
SEPARATION EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETEIMASONRY INSTALLATION
REVISIONS
REY DESCRIP11014 DATE APPROVED
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
EI REVISED INSTALLATION DETAILS 08/03/15 R.L.
C REVISED INSTALLATION DETAILS 06/21/17 R.L.
1 1/4- MIN.
EMBEDMENT
1/4" MAX.
SHIM SPACE
MIN INTERIORIN
GE
ANCE
EDGE
DISTANCE
3"
MIN
TIOSEPARATION
EXTERIOR3/16" TAPCON
CONCRETE/MASONRY
BY OTHERS JAMB INSTALLATION DETAIL
OPTIONAL 1X BUCK
4
CONCRETEIMASONRY INSTALLATION
TO BE PROPERLY
SECURED
SEE NOTE 3 SHEET 1
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOTS14OWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANTBY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E21 I., SIGNED: 0612112017
IVII WINDOWS AND DOORS LLC I I Oil//
vk. to650WESTMARKETSTREET
GRATZ, PA 17030
OUT ADAPTERSERIES420SGDREINFORCEDWITH 6 61
96" X 96"
FRAME INSTALLATION DETAILS T/-OIFFI
DRAWR: 0 RM
V.L. 08-022
1-' 10/30/13 Is-ET6 OF 10 11scALEINTS
L Ra"EnTO LOVAS P.E.
Luis R. Lornas P.E. 14,12 WQGDF(,)RD nD LEWISVILI.r, NG 27023
434-688-00 FL No .: 62514
METAL
STRUCTURE
BY OTHERS
1/2 MIN
EDGE
DISTANCE
1/4" MAX
SHIM SPACE
10 SMS OR
SELF DRILLING
SCREW
EXTERIOR 1111 1111 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.,
LINTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
P. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WIT14 ASTM E2112
I
F-
1/2' Ml
EDGE DISTO
I
10 SMS OR
SELF DRILLING
SCREWS
METAL
STRUCTURE
BY OTHERS
REV DESCRIPMON MIE Appnuy
A ADDED FLANGE AND rIN INSTALLATION 12/10/13 R.L.
B REVISED INSTALLATION DETAILS 08/03/15 R.L.
C REVISED INSTALLATION DETAILS 06/21/17 Rl.
JAMB INSTALLATION DETAIL
METAL STRUCTURE )N.TALLATJON-
SIGNED: 0612112017
MI WINDOWS AND DOORS LLC
65D WEST MARKET STREET
N $ 9, L 04i
CGRATZ, rA 17030 S'
SERIES 420 SGD REINFORCED WITHOUT ADAPTER 6
96" X 96"
FRAME INSTALLATION DETAILS a ;4, OFETA
DRAWN: No. --- 0 ov, - l
V.L. 08-02249 11C ON 'AIL111011111WISHENTSDAT' 10/30/13 ET5 OF 10
Luis R. Lomas r.E.
L ROBERTO LOMAS P.F
432 WOODFORD RD LEWISOLLE. . NC 27023r434-609 0609 FL No.: 62514
1/2- MIN.
EDGE DISTANCE
WOOD FRAMING 1 3/8" MIN.
OR 2X BUCK EMBEDMENT
BY OTHERS
pi #10 WOOD
SCREW
WDOD FRAMINC
OR 2X BUC
BY OTHERS
1/4" MAX. j
SHIM SPACE
REVISIONS
DESCRIPT)ON OATr APFRWE
ADDED FLANGE AND FIN INS7ALLXTION 12/10/13 R. L.
REVISED INSTALLATION DETAILS 08/03/15 R.L.
REVISED INSTALLATION DETAILS 06/21/17 R. L.
3 1 3/B" MIN. 1/1" MAX,
EMBEDMENT SHIM SPACE
10 WOOD rSCREWS
T-
1/2" MIN.
INTERIOR
EXTERIOR INTERIOR
EDGE DISTANCE
Fill
rSILL TO BE SET IN
A BED OF 10 WOOD
APPROVED SEALANT SCREWS
MIN
NT
VERTICAL GROSS SECTION
WOOD FRAMING QR2X BUCK INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT 514OWN FOR CLARITY.
2. PERIMETER AN0,JO;NT SEALANT BY OTHERS TO BE
DESIGNED IN ACCCPDANCE WITH ASTM C2112
EXTERIOR
JAM8 INSTALLATION DETAIL
WOOD FRAMING
WOOD FRAMING OR 2X BUCK INSTALLA TIONOR2XBUCK
BY OTHERS
SIGNED: 0612112017
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET 04,
GRATZ. PA 17030
SERIES 420 SGD REINFORCED WITHOUT ADAPTER
96" X 96"
FLANGE INSTALLATION DETAILS 97 6— TAT OF :Z"
DRAWN: REV
V.L. 08-02249 C
sc"-' NTS JDATE 10/30/13 is"E"7 OF 10 1)11111
L.ROBIFFIrOLOMASP.E.
f432 WOODFORD RD LFWISVILLF, NG 27023 Luis R. Lomas P.E. I434.688.0rop di—asord—l pe— FL No.: 62514 J
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,
NOTSHOKINFORCLARRY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM C2112
1/4" MAX.
SHIM SPACE
T
10 SMS OR
SELF DRILLING
SCREW
INTERIOR
L TO BE SET IN
BED OF
PROVED SEALANT
M
1/2-
MIN.
EDGE
DISTAN(
10 SMS OR
SELF DRILLING
SCREWS
METAL
STRUCTURE
BY OTHERS
REIASIONS
REY ESCRITMON PPROVEO
A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L.
B REVISED INSTALLATION DETAILS
C REVISED INSTALLATION DETAILS 1-06/21/17 1 R.L.
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SIGNED: 0612112017
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
GRATZ. PA 17030 G E y
SERIES 420 SGD REINFORCED WITHOUT ADAPTER a .61
96" X 96"
FLANGE INSTALLATION DETAILS a
TAT OF
DRAWN: OR ID
V. L. 08-02249 ACCALENTSIU- 10/30/13 1 SIIEET a OF 10
L, nOOEPTO LOMAS P.E.
143211'OOOFORDRDLEWISVILtE, MG27023 Luis R. Lomas P.E.
434-608-0609 tp6m3SpjjjoM.7Sp,_ FIL No., 62514
1 1/2" MIN 1" MIN
SEPARATION* EOCE DISTANCE
1 1/4" MIN.
CONCRETE/
EMBEDMENT
MASONRY 1/4" MAX.
BY OTHERS
SHIM SPACE
OPTIONAL
1X SUCK
TO BE
PROPERLY
SECURED
SEE NOTE 3
SHEET 1
3/16" TAPCON
3/15" TAPCON
MASONRY/
CONCRETE
BY OTHERS
EXTERIOR I I I I LLJJ INTERIOR
SILL TO BE SET IN
A BED OF
APPROVED SEALANT
A.
1 1/4" MIN.
EMBEDMENT
2 7/8" MIN. 1" MIN.
SEPARATION EDGE DISTANCE
VERTICAL CROSS SECTION
GONGRETEIMASONRY INSTALLATION
REIASIONS
DESCRIPTION DATE APPnUVED
ADDED FLANGE AND FIN INSTAL 12/10/13 R.L.
REVISED INSTALLATION DETAILS 08/03/15 R.L..
REVISED INSTALLATION DETAILS 06/21/17 R.L
1 1/4" MIN
EMBEDMENT
1/4" MAX,
SHIM SPACE
INTERIOR
MIN '
EDCE
DISTANCE
3
MIN.
SEPARATION
3/16" TAPCON EXTEPIOR
CONCRETE/MASONRY JAMB INSTALLATION DETAIL
BY OTHERS
CONGRETEIMASONRYINSTALLATION
OPTIONAL 1X BUCK
TO BE PROPERLY
SECURED
SEE NOTE 3 SHEET 1 NOTES.,
1. INTERIOR AND EXTERIOR FINISHES, BY OR fERS,
NorsHoivivroRcLARay.
21. PERtMETCR AND JOINT SEALANT BY OTHERS TO BE
DESIGNED INACCORDANCE WITHASTM E2112
SIGNED: 0612112017
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
R - L
GRATZ PA '17030 E Ny
SERIES 420 SGD REINFORCED WITHOUT ADAPTER 61 *::11
96" X 96"
FLANGE INSTALLATION DETAILS
IIFTATT IF
DRAWN: 13 No. REV
V.L. 08-0224 C
0
10 N 1- 0
1,1111111010NTS1-r 10/30/13 ISHEET9 OF 10
L. nODCnTO LOMAS P.E.
f432 WO DrORD RD LEWISVILL15, AIC 27023FC)
Luis R. Lomas P.E.
FL No.: 62514434-660-0609 dl—ampkb.p—m
WOOD FRAMING
BY OTHERS
1 1/4"
MIN.
EMBEDMENT
T-
APPROVED
SEALANT
BEHIND FIN
8 WOOD
SCREW
APPROVED
SEALANT
BEHIND FIN
8 WOOD
SCREW
7/16" MIN
EDGE DISTANCE
1/4" MAX
SHIM SPACE
7/1V MIN
EDGE DISTANCE
JAMB INSTALLATION DETAIL
FRAMING OR 2K BUCK INSTALLATION
1 1/4" MIN.
EMBEDMENT
WOOD
FRAMING
BY OTHERS INTERIOR TRIM
SI/4" MAX.
HIM SPACE
REVISIONS
REV DESCRIFTION AP nVED
A ADDED FLANGE AND FIN INSTAL 12110113 R.L.
B REVISED INSTALLATION DETAILS 08/03/15 R.L.
C REVISED INSTALLATION DETAILS 06/21/17 R.L.
1 5/8- MIN..
EDGE DIST.
7
TRIM
1 1/4" MIN.
INTERIOR EMBEDMENT
MASONRY/CONCRET
BY OTHE
ix SUCK BY OTHERS,
HOOK STRIP 1X BUCK TO BE
PROPERLY SECURED
6-
EXTERIOR
PANEL INTERLOCK
HOOKSTRIP INSTALLATION
MASONRYICONCRETE
1/2" MIN.
EDGE
METAL STRUCTUR
BY OTHER 1/2- MIN.
DISTANCE EDGE DISTANCE
TR
INTERIOR A13/8- MIN, 4—As
EMBEDMENT
HOOK STRIP ---'
10 SELF DRILLING
SCREW
10 WOOD -— PANEL
SCREW EXTERIQ R INTERLOCKAN
EXTERIOR Ij PANEL 114TERLOCK HOOK STRIP INSTALLATION
EXTERIOR
INTERIOR
HOOK STRIP INSTALLATION
METAL STRUCIURE
SIGNED: 0612112017
2X BUCKIWOOD FRAMING
MI WINDOWS AND DOORS LLC I I III/////
650 WEST MARKET STREET
N.N Njvk p //
GRATZ, PA 17030
VERTICAL CROSS SECTION SERIES 420 SGD REINFORCCO WIT 61
WOOD FRAMING OR 2X BUCK INSTALLATION 96" x 96"
rOR SILL INSTALLATION SEE SHEETS 4-9. NAILFIN & HOOK IMSTALLATION DETAILS zl;(). 6AT OF
NOTES: DRAWN: G NO. RIN
0 '6'
ell .p1. INTERIORAND EXTERIOR FINISHES. BYOTHERS, V.L. 08-02249 cNOTSHOWNFORCLARITY. I
SCALE DATE2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE NTS I 10/30/13 1 SHEET 10 OF 1 B
DESIGNED INACCORDANCE WITH ASTM E2112
L. ROBF19TOLOWS P.E.
14,12WOODFORO nOLEWISVILLE, Afr270P,7 Luis R. Lornas P.E.
434-688-0609 tllomasoahjonjjp,C m FIL No.: 62514
Florida Building Code Online Paore 1 of 6
a fJ, M
I01 NAP 11"',
DCIS Home 'i Log In User Registration Hot Topics Submit Surcharge Stabs Facts Publicabons i FBC Staff K115 ske Map Links Search
Product Approval
USER: Public Userdbriw
Product Approval Menu > Produc-, or Anolica' tion Search > Arplicallon Lis > Application Detail
FL # FL15279-R5
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
reapply 11/28117
Clopay Building Products Company
6585 Duke Blvd,
Mason, OH 45040
S13) 770-6062
mwesterfield@cfopay.com
Scott Hamilton
shamilton@clopay.com
Exterior Doors
Sectional Exterior Door Assemblies
Compliance Method Certification Mark or Listing
Certification Agency Intertek Testing Services NA, Inc.
Validated By Gary Pfuehler
7,6 Validation Checklist - Hardcopy Received
Referenced Standard and Year (of Standard) Standard Yea r
ANSI/DASMA 103 2005
ANSI/DASMA 11S 2005
ASTM E1886 2002
ASTM E1996 2002
ASTM E330 2002
Equivalence of Product Standards
Certified By Florida Licensed Professional Engineer or Architect
FL15279 R5 Eouiv 20170809 - FBC - DASVIA 109 eauiv.odf
FL!5279 RS Eouiv 20170809 - FBC - DASMA 11.5..e0u1v.pdf
Product Approval Method Method 1 Option A
Date Submitted 08/10/2017
Date Validated 11/29/2017
https:ll-,7N,Nv.floridabuildin,c,.oralprlpi_app_dtl.aspx?param=-,A,GEVXQ)A,tDqv')-,7'\7VK.TZIQ... 2/1/2018
Florida Buildin(y Code Online Pac,e 2 of 6
Date Pending FBC Approval
Date Approved 12/05/2017
Summary of Products
Go to Paoe d 0 Page I / 8
FL # Model, Number or Name Description
15279.1 001 W3-09 DSIE-IA171: 2050, 1-3/8" Doubie-skin Insulated EPS (exterior skin 27 oa. min.;
2051, 2053, 4050, 4051, 4053, 62, interior skin 29 ga. min,) Single -Car (up to 9'0" wide)
64, 65, 62G, 62LG, 64G, SDP38, WINDCODE@ W3 Garage Door
SFL38, SRP38, 134, 135, 136,
6130, 6131, 6133
Limits of Use Certification Agency Certificate
Approved for use in HVHZ, No FL1 5279 R5 C CAC Letter with oroof of contract and proo
of insoection.DdApprovedforuseoutsideHVHZ: Yes
Impact Resistant. N/A FL15279 RS C CAC W3 Listino Intertek.pdf
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 FL15779 R5 !I 101655-Rev:12.od
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.2 002 W3-09 DSIE-IA471: GD1SP,
GRISP, GDILP, GRILP, ARISP,
ARILP, EDISP, EDILP, 4132, 2132,
61-12, SFC38, MFC38
Gallery/Arbstry/Expressions: 1-3/8" Double -skin Insulated
EPS (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 FL1S279 RS C CAC Letter with Droof of contract and proof
of insDection.DdfApprovedforuseoutsideHVHZ. Yes
Impact Resistant: N/A FLIS279 RS C CAC W3 Listino Inte[jek.pff
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 FL15)79 R5 IT 1Q39S2-Rev01,pd
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC), Evaluation Reports
Created by Independent Third Party:
15279.3 003 W3-09 DSIU-IA171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.;
9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
HDPL13, 7130, 7131, 7133, 6130 , WINDCODE@ W3 Garacie Door
8131, 8133
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-20 PSF
other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.4 004 W3-16 DSIE-1A171: 2050,
2051, 2053, 4050, 4051, 4053, 62,
64, 65, 62G, 62LG, 64G, SDP38,
SFL33, 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
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and oroof
of insoection.odf
FLIS279 R5 C CAC W3 Listino Intertek.Ddf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 H 104175-RevOl.pd
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
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(D W3 GarageDoor
Certification Agency Certificate
FLI 5279 R5 C CAC Letter with proof of contract and prio
of insoection.od
FL15279 RS C CAC W3 Listing interttek.pd
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 11 101820-Revi1od
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
KJZ 1 2/1/2018https://NNr"r\,,,.floridabuildiiia.orLa/pr/pi_app__4tl.aspx?param==-NvGEVXQ-kA,tDq\T'),VN7
Florida Building Code Online Pa ze 3 of 6
005 W3-16 DSIE-lA471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated
GR1SP, GDILP, GR1LP, AP1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
AR1LP, EDISP, EDILP, 4132, 2132, Double -Car (9'2" up to 16'0" wide) WIN'DCODE& 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).
15279.6 006 W3-16 DSIU-1A171: 9130,
9131, 9133, HDP13, HDPF13,
HDPL13, 7130, 7131, 7133, 8130,
8131, 8133
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-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
FLI 5279 R5 C CAC Le-Ler with proof of contract and DrDO
of inspec-tion,Dd
FL15279 R5 C CAC W3 Listino lntertek.ndf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL152-19 R5 11 104028-RevOl.pd
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 ca. min.) Double -Car (9'2" to 16'0" wide)
WINDCODE@ W3 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with Droof of contract and Droof
of inspection.pd
FL15279 R5 C CAC W3 Listino intertek.Qdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 P5 IT 104168-Rev0l.od
Verified By: Inter' tek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.7 007 W3-16 PAN-21`153; 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide)
75, 190, 84A, 94, 42, 48, 55, 42B, iNDCODE0 W3 Garage Door
46B, 55S, 4RST, 6RST, 4RSF, 6RSF
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLIS279 R5 C CAC Letter with proof of contract and proof
j secil_oa_p_fApprovedforuseoutsideHVHZ. Yes
Impact Resistant: N/A FLIS279 R5 C CAC W3 Listing Tntertek.pdf
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 PS 11 101308-Rev12.Dd
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:
15279.8 008 W4-09 DSIE-11`171: 4300, 2" Double -skin Insulated EPS (exterior skin 27 ga. min.;
4301, 4310, 44DO, 4401, HOG, interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
HDGL, HDGF, 66, 66G, 67, 67G, WINDCODE@ W4 Garage Door
68, SP200, SF200, SE200, 6200,
6201,6203
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLI5279 RS C CAQ
of inspection.l)d
FL15279 R5 C CAC W4 Listing InterLek.Ddf
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date
Other., The OPTIONAL glazing available for this product 05121/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 11 101652-6-RevIl.od
v-Andborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windbonne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
009 W4-09 DSIE-11`471: GD2SP,
GR2SP, GD2LP, GR2LP, 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
Gal lery/Artistry/Expressions: 2" Double -skin Insulated EPS
exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -
Car (up to 9'0" wide) WINDCODE0 W4 Garage Door
Certification Agency Certificate
FLI 5279 R5 C CAC Letter with proof of contract and proof
of inspection.pd
FLIS279 R5 C CAC W4 Listing ln',Prtek.pd
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 TI 102969-B-Rev02.Ddf
https:,,'INN,"T-N,.floridabuilding-orglprlpr_app_dtl.aspx?param=7",GEVXQiA,tDq-\,D'y-\;'VKJZlQ... 2/1/2018
Florida Buildina Code Online Pagge 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
Crea ed by Independent Third Party:
15279.10 010 W4-09 DSIU-1F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.;
9201, 9203, HDP20, HDPF20, interior skin 27 ge. min.) Single -Car (up to 9'0" wide)
HDPL20, 7200, 7201, 7203, 8200, WINDCODE@ W4 Garage Door
8201,8203
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +28 PSFI-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 f r windborne
debris regions (ref 1609.1.4 FEC).
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proo
oT insoection.odf
FL15279 R5 C CAC W4 Listing Inter-tekj)df
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 11 ',04!83-Rev01.pd1
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
011 W4-09 DSIUO-11<479; Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.;
Ridge/Brookstone interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" I wide) WINDCODE@ W4 Garage Door
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +28 PSFI-29 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DO ' ES NOT meet the impact resistant requirement for
windbo ne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.od
FL15279 R5 C CAC V 14 Listing InterLek,pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 11 104456-Rev01.Ddf-
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.1Z 012 W4-09 PAN-21`1
7 :
1 - 73Z815010, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide)
75, 190, 84A, 94, 142, 1 ' 55 WINDCODE& W4 Garage Door
42B, 48B, 5SS, 4RST, 6RST, 4R F,
6RSF, 2RST, GDSS, GD5SV, GP5S,
GR5SV,AR5S,AR5SV,ED5S,
EDSSV
Limits of Use
Approved for use in HVHZ: No
Approved for use outside FIVHZ: Yes
Impact Resistant: No
Design Pressure: -25 PSFI-32 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement 'or
windborne debris regions.
15279. 13 013 W4-09 PAN-21`441: G4S, GS4,
G4L, GL4, GD4S, GD4L, GR4S,
GP4L, G4SV, GS4V, G4LV, GL4V,
GD4SV, GD4LV, GR4SV, GR4LV,
E4S, E4L, ED4S, ED4L, E4SV, E4LV,
ED4SV, ED4LV, SS4, SL4, AR4S,
AR4L, SS4V, SL4V, AR-4SV, AR4LV
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant! No
Design Pressure: +25 PSF/-32 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
Certification Agency Certificate
FL15279 PS C CAC Letter with proof of contract and Droo
of inscection.lod
FL15279 R5 C CAC W4 Listino Intertek.Qdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 11 300159-B-Rev16.pdf
Verified By: IntertekTesting Services NA, Inc.
Created by Independent Third Party;
Evaluation Reports
Created by Independent Third Party:
Gallery/Art'istry/Expressions: Steel Pan (min. 24 ga.) Single -
Car (up to 9'0" wide) WINDCODEO W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with oroof of contract and proo
of inspec' don. od
FL15279 R5 C CAC W4 Listino Inter,ek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLiS-779 R5 11 103486-B-Revn8.pdf
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-2F449: Grand Steel Pan (min. 24 ga.) with Overlay Single -Car (up to
Harbor, Stone Manor 9'0"wide) WINDCODE& W4 Garage Door
https://,,Nriv,,.floridabuildi-nQ.orQ/pr/pr-app_dtl.aspx?paraln=-",GE'\TXQ N,tDqv.'33,V-VKJZI Q... 2/1/2018
Florida Building Code Online Paae 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).
IS279.15 015 W4-16 DSIE-1F17I: 4300,
4301, 4310, 4400, 4401, HOG,
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 PSF/-25.S PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
Certification Agency Certificate
FL15279 R5 C CAIC Letter with oroof of. contract and oroof
or inspection.pdf
FL15279 R5 C CAC W4 Listino Inter,rk,odf
Quality Assurance Contract Expiration Date
05/2112028
Installation Instructions
FL15279 RS 11 10_--.549-Rev0,,.Ddf
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 aa. min.) Double -Car (9'2" to 16'0" wide)
WINDCODE(D W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with prgof of contract and groo
of insDection. od
FLIS279 R5 C CAC W4 ListinQ Intertek.Ddf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL1S279 R5 11 101491-B-Revi1pcif
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.16 016 W4-16 DSIE-IF471: GD2SP,
GR2SP, GD21_P, GR2LP, AR2SP,
AR2LP, ED2SP, ED2LP, 4302,
HDGC, 6202, SFC68, MFC68
Gailey/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
Limits of Use Certification Agency Certificate
Approved for use in HVHZ. No FL15279 R5 C CAC Letterwith proof.of..contract and proof
Approved for use outside HVHZ: Yes of inspection. pd
Impact Resistant: No FL15279 R5 C CAC W4 Listino Tntertek.odf
Design Pressure: +25.5 PSFI-25.5 PSF Quality Assurance Contract Expiration Date
Other: The standard glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL1527Q R5 Il 104029-B-RevD3.pdf
windborne debris recions. Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.17 V' 0717 VM-16 DSIEO-1F479: Double Skin Insulated EPS (exterior skin 27 ga. min.;
CC. _ oachman/Settlers/Affinity interior skin 27ga. min.) with Overlay Double -Car (up to
16'0" wide) WINDCODE@ W4 Garage Door
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proo
of inspect ic)n.pdApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W4 Listino Intertek.od
Design Pressure: +25 PSF/-25 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 71 '03046-Pev07.odf
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:
IS279.18 018 W4-16 DSIU-IF171: 9200, Double -skin Insulated PUR (exterior -skin 27 oa. min.;
9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Double -Car (97' to 16'0" wide)
HDPL20, 7200, 7201, 7203, 8200, WINDCODE(D W4 Garage Door
8201,8203
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLI5279 R5 C CAC Letter with proof of contract and proof
of inspection.DdApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25.5 PSF/-25,5 PSF
FLII;279 R5 C CAC W4 Listing Intertek.ndf
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
windborne debris regions. The product without glazing DOES
FL15'479 R5 11 104169-RvOl.nd
Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 16D9.1.4 FFBC). Evaluation Reports
Created by Independent Third Party:
https://i,r v,.iloridabuildii a.ora/pr/pr app dtl.aspx?param=-AGE\XQi,7tDq-,,')),NTVKJZlQ... 2/1/2018
Florida Buildigy Code Online Page 6 of 6
I S279.19 019 W4-16 DSIUO-IK479: canyon Double Skin Insulated PUR (exterior skin 27 ga. min.;
RidgE/Brooks' tone1 interior skin 27oa. min.) with Overlay Double -Car (9'2" to
16'0" wide) WI(DCODE(D W4 Garage Door
Limits of Use Certification Agency Certificate
Approved for use in HVHZ; No FLIS279 R5 C CAC Letter with r)roof of contract and groo
Approved for use outside HVHZ: Yes of insgection.od
Impact Resistant: N/A FL15279 R5 C CAC W4 Listino Intertek.pd
Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2026
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FLIS279 R5 II 104457-RevO2.pd
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement f r vvindborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC), Evaluation Reports
C ated by Independent Third Party:
15279.20 020 W4-16 PAN-2FI53: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide)
75, 1-90, 64A, 94, 42, 48, 55, WINDCODE@ W4 Garage Door
4RST, 6RST, 4RSF, 6RSF, GD5S,
GDSSV, GR5S, GRSSV, ARSS,
AP,SSV,EDSS,ED5SV
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 insoection.od
Impact Resistant: No FLIS279 R5 C CAC W4 Listing Interbek.pdf
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 FLIS279 R5 11 I01711-B-Rev15j)df
windborne debris regions. Verifled By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent -Third-Party:--
Go to Page L__J a
F - 7- FI _- R
lZ 0 Page I / 8 116
Contact Us :: 25QI Blair Stone Road, Tallahass— FL 32399 Phone: E50-457-182
The State of Florida is an AAJEE-0 employer. Coovriaht M07.2C)I3 State of Florida. :: Privacy Statemon :: Accessibility Stat-m-n :: Refund statement
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a publi - record request, do not sendelectronicmailtothisentity. Instead, contact the office by phone or by traditional mail. ir you have any questions, please contact 850.s487.1395. Pursuant to
section 455.275(l), Florida Statues, effective October 1, 2012, licetnsees licensed under Chapter 455, F.S. must provide the Department with an email address if
t hey have one. The emalls provided may be used for official Communication with the licens However email addruses 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 ifyou am a licensee undu
Chapter 455, F.S., please dick here .
Product Approval Accepts:
Safe
https:ll,v N.rNN,.floiidabuilding.oralprIpr—app—dtl.aspx?paran-i=:xN,GE TXQiN,tDqi7'yVVKJZIQ... 2/1/2018
Mw NEURIT 0 OF U-BARS UM VIVTM
ADDED VITENW.1) HEIGHTS, COMBINED
MUIiEL ir is muso
MRI Lwj, Fm-
OFTIONAL GLAZING MAY BE STANDARD OR IMPACT
RESISTANT GLAZING. SEE SECTION B-B FOR
DETAILS.
MAX. STANDARD SIZE 11, 42-1/2%16% IMPACT
RESISTANT GLAZING IS 21
3* . 20 G& O-WOS.
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ONE u m RE),T
Vmw 'w
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IMPACT RESISTANT CONSTRUC11ON DETAIL "A"
AND STANDARD CONSTRUCT DETAIL "B";
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1=711ml
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DESIGN ENGINEER: IWM wmmnam P.
1FLORIDAREf4a49S.
NC P.E. #23832,
TEXAS P.E. f91513
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SHIP LAP JOINTS. -
If DENSITY POL151TRENE FOAM INSULATION
1 -5/10- THICK WITH VINn RNRCELL
BACKER (INSULATED MODELS ONLY)
25 OIL MIN. GALV. STEEL SKIN
WITH A OAKED-ON PRIMER,
AND A BAKEO-DN POLYESTER
TOP COAT APPUED To BOTH
SIDES OF STEEI. SKIN.
SECTION A -A (SIDE VIEW)
I 1- 2* THICK
MPC: PAN-21`153
DATE- 1/3/97
6585 DUKE Bk' Building Products MON DH , % -IWA—VN By.
Company (113) 70—WIOO
NE,,EB.,.
jAC
cl.p.y C T-U_ " Rlqh p—d. mww
IPP'ROVAL T 15279
3" TALL U- BAR
20 GA. GALV. STEEL
MIN. YEJLD STRENGTH: SO HSI
14:j
T
12 CA. CALV. STEEL TOP
ROLLER BRACKET. EACH
BRACKET ATTACHED W/(4)
f 14 5/6 . SHEET METAL
SCRRS.
14 GA. GAILY. ROLLER HINGE.
EAC14 HINGE FASTENED TO END
SJULES WITH (4) # 1 4.5/8*
SHEET METAL SCREWS AND (4)
1/4".3/4" SELF TA PING
SCREWS. SEE VIEW 13".
3' TALL x 20 GA. GALV. STEEL U-WS IN
A 2-1-2-1 PATTERN (I.E. TWO U-SARS
ON F30TTOM SECrIDN. ONE U-BAR ON NEXT
SECTION. ETC.). EACH U-BAR ATTACHED
WITH (2 1(.4 3/4
PER Sn ".;.
SELF TAPPING SCREWS
13 GA. GALV. STEEL BOTTOM BRACKET.
ATTACKED WITH (2) 114,t5/8- SHEET METAL SCREWS.
ALUMINUM EXTRUSION
VINYL WEATHERSTRIP.
DESIGN LOADS: +24.0 PSF & -24.5 PST
TEST LOADS: +36.0 PSF & -37.0 PSF
VRW V RATING DOOR `UzE
W4 16*0"W x I G'O*H
DESCRIPTION CLASSIC ANO CH RP STEEL PAN
DOUBLE -CAR. 16,W +24/_24.5 PSF
NUMBER,
IvEm1017111B C
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SECTION B—R (IMPACT —RESISTANT CLA71NG OPTION
v
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ENC114EER: MARK WESTERFIELD,
2
HQM, TRACK CONFIGURATION
A90VE TIIE DOOR OPENING
DOES NOT AFFECT THE VAND
LOAD RATING OF THIS DOOR.
8' TAIL IXXXRI AND INVER
t.,
LHR TOP BRACKET
011 "I'L nA*"WW, Tit DOUBLE IIORTZONTAL
1) VIM 7-1/-= LM WREIm TRACK
LQW 11 HQQm Qow
MR 110CK llll txw.
4) Nt—m I'm
D OVER A, Ta
blit.iccwrw
Ll
MT. IM OVER
12*-0* Ifut. x
Woll mvil
EXCEED 4- AMO
rl w.
m" mone DErNt. r nw.
E"r
DESIGN LOADS: I 24.0 PSF & -24.5 PSF
TEST LOADS: 36.0 PSF & -37.0 PSF
Flon'da Building, Code Online Page I oi'4
w F-
gg!
SCIS Home Log In User Registration ot Topics Submit Surcharge Stats & Facts Publications FBC Staff 5CIS Site Map Units SearchH
Product ApprOVal
IUSEIZ: Public Use,
Procuc' Z Approval Men > Produt or Annficah— Search > b pPlination Lis > Application Detail
FL # FL17499-R3
Application Type Revision
Code Version 2017
Application Status Approved
Approved by DBPR. Approvals by DBPR shall be reviewed and ratified
by the POC and/or the Commission if necessary.
Comments
Archived
Product Manufacturer MI Windows and Doors
Address/Phone/Email 6SO West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlinger@miwd.com
Authorized Signature Brent Sitlinger
bsitlinger@miwd.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Windows
Subcategory Single Hung
Compliance Method Certification Mark or Listing
Certification Agency American Architectural Manufacturers Association
Validated By Steven, M. Urich, PE
Validation Checklist - Hardcopy Received
Referenced Standard and Year (of Standard) Standard
AAMA506
AAMAIWDMA/CSA 101/I.S.2[A440
AAMA/WDr,'iA/CSA 101/l.S.2/A440
Equivalence of Product Standards
Certified By
Product Approval Method Method 1 Option A
Date Submitted 01/15/2018
Date Validated 01/lS/2018
Date Pending FBC Approval
Date Approved 01/21/2018
Year
2011
2008
2011
https://NA,-".-w,.floridabuildina.or-/pr/Pr app dtl.aspx?param=\NrGE TXQi,tDqtCUGovjQiz6B.., 2/1/2018
Flonida Building Code Online Paze 2 of 4
Summary of Products
FL # Model, Number or Name Description
17499.1 1185 SH 316x84 Fin/Flange Frame IG/SG Impact Single Hung
Limits of Use
Approved for use in HVHZ: No
Certification Agency Certificate
FLI 7499 R3 C CAC MI Windows - ', 85 SH (Fin) Impact
Approved for use outside HVHZ: Yes 4).od
Impact Resistant: Yes FL17499 P3 C CAC 1,11 Windows - 185 SH (Fin) Imnact (S)
Design Pressure: +55/-5S Done.od
Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FLI 7499 R3 C CAC MI Windows - '11 85 SH (Flange) Imoact
bedded in Pecora 896 sealant. 3)-nd
FL17499 R3 C CAC MI Windows - 185 SH (Flanoe) rmQac:t
4). i)d
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
FL17499 R3 II 08-02545B.pd
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE L13 21B-3,pdf
Created by ndependentThird Party: Yes
17499.2 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass
Limits of Use
Approved for use in HVHZ: No
Certification Agency Certificate
FL17499 R3 C CAC APC(I3361)E1726.0-100-47-R0 181;
SH(FLG waiver).Dd
LLI 7-a9 R3 C CAC M.] Windows - 'z 85 aH _(Fin) ! 1).p f
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +50/-60 FL17499 R3 C CAC MI indows - 185 SH (Fin) (12).Dd
Other, P-PG60 FL17499 R3 C CAC Vil Windows - 'i 85-SH (Flance)
M).pdf
Quality Assurance Contract Expiration Date
10108/2018
Installation Instructions
FL!74q9 R3 II_k8 2549B. zQ ff
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R' AE 513327B-4,pd
Created by independent Third Party: Yes
T-l8SSH17499.3 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass
Limits of Use
Approved for use in HVHZ: No
Certification Agency Certificate
FL174Q9 R3 C CAC APC(13363)E17',9-01-109-47-R0 ICS
SH (FLG waiver).DdApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17409 R3 C CAC Ml Windows - 18S SH (Fin) (13).Dd
FL17499 P 3 C CAC f< Windows - 1, 85 SH (Fin) (14). DdfDesignPressure: +60/-60
Other: R-PG60* FL17499 R3 C CAC MI Windo\vs - '-- 85 SH (Fiance)
I 2-12iff
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 5133288-5.pd
Created by independent Third Party*. Yes
17499.4 1185 SH 36x7l Fin, Finless, Flange Frame 1G Single Hung
Limits of Use Certification Agency Certificate
Approved for use in KVHZ.- No FL17499 R3 C CAC APC H0462.01-109-47-RO 185 SH
0421;22).odApprovedforuseoutsideHVHZ: Yes
Impact Resistant., No
Design Pressure: +60/-67
Quality Assurance Contract Expiration Date
04/25/2022
Other: R-PG60* Installation Instructions
FL17499 R3 Ill 08-01,163.c)df
Verified By: Luis R. Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 514082,I)d
Created by Independent Third Party: Yes
17499.5 1185 SH 52x72 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 Windokys - --- 85 SH (Fia) L-_npact
Approved for use outside HVHZ. Yes 2). od
Impact Resistant: Yes FL174Q9 R3 C CAC MI Windows - 185 SH (Fin) Imoact
https://NN7NN,%,.fl.oridabuild'-.orL,/pr/Pi app dtl.aspx?parana=-N7GEVXQ,",tDqtCUGo, Qiz6B... 2/l/2018in-:,
I - Vi
Florida Buildinc, Code Ordine Page 3 of 4
Design Pressure. +55/-55 31.od
Other., R-PG55, Missile Level D, Wind Zone 3, Glass to be FL17499 R3 C CAC MI Windows - 3BS SH (Fiance) Irnoact
2). D dbeddedinPecora896sealant.
FL17499 P,3 C CAC MU Windows - 18S SH (Fiance) jmpa
5).Dd
Quality Assurance Contract Expiration Date
10/10/2018
Installation Instructions
FL17499 R3 II 08-02544B-I.pd
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3. AE.513320B-1.pd
Created by Independent Third Party: Yes
17499.6 SH 52x84 in/Flange Frame IGISG Single Hung
Limits of Use
Approved for use in HVHZ: No
Certification Agency Certificate
FL17499 R3 C CAC APC(13362)E17 15,01-109-47-PQ 185
Approved for use outside HVHZ: Yes SH(FLG waiver)S-BIG I-8A 52 1-SX64 P60(100918),pdf
Impact Resistant: No FL1749q R3 C CAC VII Windows - 185 SH (Fin) (10).r)df
Design Pressure: +60/-60 FL17499 R3 C CAC MI Windows - 185 SH ffin) (9)-nd
FL17499 R3 C CAC 1,11 windows-- 165 SH (Flanoe) (9).odOther: R-PG60
Quality Assurance Contract Expiration Date
10/09/2018
Installation Instructions
FL17499 R3 11 08-02546B-2.pd
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 51332213-2-od
Created by Independent Third Party: Yes
17499.7 185 Triple SH I 11x72 Fin Frame IG/SG Single Hung I 10x72 Flange Frame
IG/SG Single Hung
Limits of Use
Approved for use in HVHZ: No
Certification Agency Certificate
FL17499 R3 C CAC MI Windows - 185 SH TriDle (Fin)
L-33)—fffApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Triple (Fin)
Design Pressure: +50/-50 4).Dd
Other: R-PG50* FL17499 R3 C CAC MT Windows - IS5 SH Triple (Flanoe)
3).od
FL17499 R3 C CAC Mil Windows - 185 SH Triole (Flanoe)
4).od
Quality Assurance Contract Expiration Date
10/20/2018
Installation Instructions
FL17499 R3 11 08-0254SB.pd
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 IGJSG Single Hung 105x72 Flange Frame
IG/SG Single Hung
Limits of Use
Approved for use in HVHZ: No
Certification Agency Certificate
FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin)
Approved for use outside HVHZ. Yes 31-nd
Impact Resistant: No
Design Pressure: +45/-45
FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin)
4).Dd
Other., R-PG45 FLI7499 R3 C CAC MI Windows - 155 SH Tk,,,in (Fiance
2,).od
FL1749P R3 C CAC MI Windwys - 185 SH Twin (Flanoe)
4),pd
Quality Assurance Contract Expiration Date
10/20/2018
Installation Instructions
FL17499 R3 11 08-n-254-,B-7.od
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FLI7499 P3 Ar 513323B-7.odf
Created by Independent Third Party: Yes
FEE FEE
Contact Us :: 2601 Stair Stone Road, Tzliahassee FL =0 Phone: E50-487-182
The State of Flonda is an kVEE0 employer. copyrmht 2007-2013 State of Floida. :: Nw,— State— :: A e,,ibilitv State—t :; Ref—d Sta tem,
1-ittps://N,r\N,w.floridabuildinc,.or,c,/pr/prtD _app dtl.aspx?param=-,NrGE-\IXQ-,A,-tDqtCUGcr, 2/1/20181 --- _— jQiz6B...
Florida Buildina Code Online Pa(ye 4 of 4
Under Flo ride 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
e=tronic mail to this entity. lnstead, conzact , the office by phone or by traditional mail. If you have any questions, please contact 850.467.1395. 'Pursuant to
SectNon 455 '275(j) 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 ' Tlh emalls provided may be used to, official communication with the licensee. However email addresses are public record. Ifyou 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 92 Fq l ER M
Criada Card
S.6fe-
https://w-,A-7,,,.floridabuildinR.org/pr/pr app dtl.aspx?parain==-",GENTXQN,tDqtCUGg 7JQ'l7-6B... 2/1/2018
NOTES:
1 . THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REOUIREMENTS OF THE FLORIDA BUILD114C CODE.
2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED To PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPEN114G IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL.
4. WHERE SHIM OR BUCK THICKNESS 15 LESS THAN 1-1/2" WINDOW UNITS MUST BE
ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBL15HED
INSTALLATION INSTRUCTIONS. ANCHORS S14AI-L 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 PUULISFIED INsrALLAl(ON INSTRUCTIONS.
6. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED
COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILPY OF
THE ARC111TECT 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 REOUIRED AT
EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR
GREATER OCCURS, MAXIMUM ALLOWA13LE SHIM STACK TO BE 1/4-.
9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND T ICKNESS 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 PRorECTIVE 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.
REVTS*NS
I REV I DESCRIPDON I DATE I APPROVED I
REVISCD ANCHOR SPACING & C14ARTS 07/11/16 R.L_
REVISED GLASS 10/02/17 R.L.
15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO
SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETr 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 wim SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND
STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION
DETAILS.
B. ALL FASTENERS TO BE CORROSION RESISTANT.
9. 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 STRENG[H 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,OOQPSI MINIMUM.
D. METAL STRUCTURE: STEEL 1BGA (.048") FY=33KSI/FU=52KSI OR
ALUMINUM 6063—T5 FU=30KSI .045" THICK MINIMUM
I TABLE OF CONTENTS I
SHEET NO. 1 DESCRIPTION
I I NOTES
2 — 3 1 ELEVATIONS
INSTALLATION DETAILS4 — 10
I I I COMPONENTS
SIGNED: 1211412017
Ml WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
9 L
GE
SERIES 185 ALUMINUM SINGLE HONG WINDOW
52" X 72" NON —IMPACT
NOTES TAT OF
7G OV)tDRAWN: 110. REV
N.G. 08-02549
Luis R. Lomas P. E.
SCALE NTS 10AIE 12/29/14 1 SHEET I OF 11
L. ROBERTO LOMAS PX.
1432 WOODrORO RD EEIMSVILLE. NC 27023
434-60-0609 FL N. .: 62514
I
FI
HI
52" MAX FRAME WIDTH
2" MAX 16" MAX O.C.
i _
rA_
MAX
D.C.
0
2 .1 1—
IAX
AME
IGHT
52" MAX FRAME WIDTH
2" MAX 2" MAX— —
r`16" MAX D.C. 2" MAX
4-1
155 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW
FLANGE & rINLrzSS INSTALLATION
SEE CHARr#1 FOR SMALLER UNITS REOUIRFD ANCHORS
2 " Ag=-
MAX 0
O.C.
72" T_
MAX
FR ME
FIE HT
X
185 ALUMINUM SINGLE HMIG WI 90W
REVSIONS
DESCRIPTION DATE I A11111 0
REVISED ANCHOR SPACING Ar CHARTS 07/11/16 R.L.
REVISED GLASS 10/02/17 1 R.L.
CHART#1
Number of anchor locillom; required
Frame rame Width (in
Haight 18.00 24.00 30.00 36.00 1 42.00 48.00 52.00
in) Head Jamb Head Jamb Read Jamb Head Jamb Head IJamb HjDefJam Hemy Jan lb
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
46.00 2 4 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 5
60.00 1 6 3 5 3 5 1 3 5 4 5 1 4 5 4 51353545, f _4 5 4 5
72.00 1 2 6 1 3 1 3 6 1 3 6 4 r, 1 4 6 4
DESIGNER EXTERIOR VIEW
FLANGE& FINLESS INSTALLATION
SEE CHART0 FOR SMALLER UNITS REOUIRED ANCHORS
DESIGN PRESSURE RATI G IMPACTRATING
1-60.OPSF NONE
NOTES:
1. MAXIMUM SASH SIZE: 51" X 35".
2. MAXIMUM SASH D.L.O.: 47 5/8" X 32 1/2".
3. MAXIMUM FIXED D.L.O.: 49 3/6" X 32 1/2",
HARDWARE SCHEDULE
METAL SWEEP LOCK AT 8- FROM EACH END INTERIOR MEETING RAIL
BLOCK AND TACKLE BALANCE AT JAMBS
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 Sc FINLESS ELEVATIONS
DRAWN: WG NO. cv
N.G. 08-02549 RB
Is" NTS I DATE 12/29/14 1 SHEET 2 OF 11
L , ROGERTO LOMAS P.E.
1432 w000rono nD LEWISOLLE, MG.170231434-660-0609.
SIGNED: 121141207
0\l It fit/// V L of//,,
TAT or
0
ONAL.
Luis R. Lomas P.E.
FL No.: 62514
I
FF
H E
52" MAX FRAME WIDTH
2" MAX 10" MAX O.C.
AX
10"
MAX O.C.
F__'
2 1.
AX
ME
I HT
52" MAX FRAME WIDIH
2" MAX 2" MAX [-1- 10" MAX O.C,
MAX O.C.
T-
72"
MAX
FR
HEIII
ME
HT
PEMSIONS
REV ESCRIPIIO14
2 11 MAX
A REVISEU ANCIIOR SPACING & CHARTS —1 07/11/16 1 R.L.
0 REVISED GLASS 1 10/02/17 IR.L.
CHART#2
Number of anchor locations required
Frame Frame Width (in)
Height 16,00 24.00 3 .00 36.00 42.00 1 48.00 52.00,
in) H & S F_ Jamb 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 5 3 5 4 5 5 5 5 5 6 5 6 5
42.00 3 5 3 5 4 5 5 5 5 6 6 5 6 5
48.00 3 6 3 6 4 6 5 6 5 6 6 6 6 r
54.00 3 6 3 6 4 6 5 6 5 6 6 6 a 6
10.0E F13 I 71 4 7 5 7 5 7 6 7 6 7
66.00 I 8 4 8 5 8 8 6 8 6 8
72.00 1 3 1 8 3 1 8 4 8 5 a 1 5 1 13 C, 1 8 1 C,
185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW EXTERIOR VIEW
FININSTALLATION FININSTALLATION
SEE CHART#2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART#2 rOR SMALLER UNITS REQUIRED ANCHORS
DESIGN PRESSURE RATING IMPACTRATING
60.OPSF NONE
NOTES:
1. MAXIMUM SASH SIZE: 51" X 35".
2. MAXIMUM SASH D.L.O.: 47 5/8" X 32 1/2".
3. MAXIMUM FIXED D.L.O.: 49 3/6" X 32 1/2".
HARDWARE SCHEDULE
ETAL SWEEP LOCK ATIT' FROM EACH ENI
BLOCK AND TACKLE BALANCE AT JAMBS
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON -IMPACT
FIN ELEVATIONS
DRAYIN:
WG. 08-02549
SCALE NTS I DATE 12/29/14 1 SHEET 3 OF 11
L RORC[ITO LOMAS A F.
143_ -ORD nO LEWISVILLE, NG 2702.3WOODr
434-606.0609 dlc-0gW-a.5pp.-m
SIGNED: 1211412017
A0 6
zzTATOF
Y At
Luis R. Lomas P.E.
FIL No.- 62514
REVISIONS
1/2- MIN
REV
EDGE DISTANCE ESCRIPTION DATE rmovEo
WOOD FRAMING
A REVISED ANCHOR SPACINC CHARTS 07/11/16 R. L.
1 '
7
10/02/17 R.L. OR 2X BUCK 0 REVISED CLASS
1 1/4" MIN.
EMBEDMENT
BY OTHERS
BACKER ROD
APPROVE ID 1/4 JAX.
SHI(M"SPACESEALANT — \ I
1 1/4" MIN.
10 WOOD SCREW
EMBEDMENT
1/2"
INTERIOR MIN
EDGE
DISTANCE
10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
EXTERIOR BY OTHERS
BACKER ROD
APPROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
BY OTHERS
VERTICAL CROSS SECTION
SILL TO BE SET
114 A BED OF
APPROVED
STRUCTURAL
SEALANr
1/4" MAX.
SHIM SPACE
WOOD FRAMING OF? 2X BUCK INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISfIES, BY OTI-IERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT 8 Y OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
1/4" MAX.
SHIM SPACE
INTERIOR
BACKER ROD
APPROVED EXTERIOR
SEALANT
JAMS INSTALLATION DETAIL
WOOD FRAMING ORUBUCKINSTALLATION
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
L
0SERIES185ALUMINUMSINGLEHUNGWINDOW
52" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS TAT F
OWDRAWN: DWG No.
N. G. 08-02549
SCALE NTS D"' SHIETI12/29/14 1 4 OF 11
Luis R. Lomas P.E.
1.'ROL'FRTO LOMAS P.E.
1432 WOODFORD RD L WISVILLE. NO 27023
434_608-0609 FL No.: 62514
m'i'
STRUCTU
BY OTHE
APPROVED
SEALANT
1/2" MIN
r—r EDGE DISTANCE
1/4" MAX.
SHIM SPACE
10 SMS OR
SELF DRILLING
SCREW
INTEf
jEXTERIOR7V
BACKER ROD
APPROVED
SEALANr
METI
STRUCTUR
BY OTHEF,
SILL 70 BE SET
IN A BED OF
APPROVED
STRUCTURAL
SEALANT
1/4" MAX.
SHIM SPACE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS,
NOTSHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OT14ERS TO BE
DESIGNED IN ACCORDANCE WITHASTM E2I 12
10 SMS OR
SELF DRILLING
SCREWS
1
114
MIN.
EDGE
DISTANCE
T-,
METAL
STRUCTURE
BY OTHERS
REIAStONS
OESCWTION OAIE I APPROVED
REV15ED ANCHOR SPA
REVISED GLASS 10/02/17 1 Rl.
1/4" MAX.
SHIM SPACE
INTERIOR
EXTERIOR
BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC
0 1// 4f650WESTMARKETSTREET
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS T(ATf t
x" A" 400DAWN: D G NO. 17EV
N.G. 08-02549 13 kNONAk- S
11111100
Luis R. Lomas P.E.
SCALE I-E I SIIFET 5NTS12/29/14 or li
L. ROBERrO LOMAS P.E.
1432 WOODFORD RDLEWISVtLLE. NC27023
434 688-0609 FL No.: 62514
2 1/2" MIN.
EDGE D15TANCE
CONCRETE/MASONRY
BY OTHERS
OPTIONAL IX BUCK
t4. 1/4" MIN.
SEE NOTES 3 — 7
EMBEDMENT
SHEET 1
1/7 MAX.
BACKER ROD SHIM SPACE
APPROVED
SEALANT
3/16- TAPCON
INTERIOR
EXTERIOR
SILL TO BE SET
BACKER ROD IN A BED OF
APPROVED
APPROVED
SEALANT
STRUCTURAL
SEALANT
OPTIONAL IX SUCK 1/4- MAX.
SEE NOTE 3 — 7 SHIM SPACE
SHEET 1
CO NC RETE/ MASONRY
BY OTHERS
A
VERTICAL CROSS SECTION
CONCRETEIMASONRY INSTALLA TION
1 1/4" MIN,
EMBEDMENT
CONCRETE/MASONRY
By OTHERS
3/16" TAPGON
2 1/2-
MIN.
EDGE
DISTANCE
17FIASIGNS
RFV DESCRIPTION ArmOVED
A REVISED ANCROR SPACING & CIq R.L.
0 REVISED GLASS 1 10/02/17 R. L. I
1/4" MAX.
SHIM SPACE
INTERIOR
BACKER ROD
EXTERIQR
APPROVED
OPTIONAL 1X BUCK —J SEALANT
SEE NOTES 3 — 7
SHEET 1
JAMB INSTALLATION DETAIL
CONCRETEIMASONRY INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER ANDJOINT SEALANT 13Y OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC 0 111111//Jj
650 WEST MARKET STREET
I % S P, - L 0 4//' GRATZ, PA 17030-0370
SERIES IB5 ALUMINUM SINGLE HUNG WINDOW 0
52" X 72" NON —IMPACT 4pFLANGEINSTALLATIONDETAILSATATOF
C>
ORAWN: Dw No
cs'
N.G. 08-02549
ONAC
I AIE _NTSDATE 12/29/14 ISHEETE; OF 11 0],i/till 100
L. RODERrO LOMAS P.C,
102 WOODFORD F?D LEWISVILLE, NG 2702J Luis R. Lomas P.E.
434-rna-mog FL No.: 62514
1/2" MIN
EDGE DISTANCE
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER RD[) — p —rAPPROVED 7—'/4" MAX.
SSEALANTSHIM SPACE
d1O WOOD SCREW
1 1/4" MIN
EMHEDIMENj
1/2"
MIN
EDGE
DISTANCE
I—,
10 WOOD
SCREW
REVISIONS
REV ESCRIPT,ON NPPROVEO
A REVISED ANCHOR SPACING & CHARTS
El REVISED GLASS 10/02/17 1 R.L.
1/4" MAX.
SHIM SPACE
INTERIOR
WOOD FRAMING EXTERIOR
OR 2X BUCK
BY OTHERS BACKER ROD
APPROVED
EXTERIOR SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR2X,9UCI< INSTALLATION
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
BACKCR ROD SEALANT
APPROVED
SEALANT 1/4" MAX.
SHIM SPACE SIGNED: 1211412017
WOOD FRAMING
OR 2X BUCK MI WINDOWS AND DOORS, LLC
BY OTHERS 650 WEST MARKET STREET
GRATZ, PA 17030-0370 R' L 0 4t1
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
VERTICAL CROSS SECTION 52" X 72" NON -IMPACT ZOFWOODFRAMINGOR2XBUCKINSTALLATIONFINLESSINSTALLATIONDETAILStz:A TAT
NOTES:
DRAViN. Dw NO. mix-
0." 1
fZ OR Mt1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
N.C. 08-02549
P. PERIMETER AND JOINT SEALANT BY OTHERS TO BE SCALE NTS JDATE 12/29/14 7 OF 11 Wll I
DESIGNED INACCOnDANCE WITHASTM E2f 12
L. RQBrnT0 LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, AVC 27023 Luis R. Lornas P.C.
rL No.! 62514
RMSIONS
2 1/2" MIN.
ItEv DESCRIPTION DAIE PPROVED
ISTELDGE' DISTANCE
A REVISED ANCHOR SPACING CHARTS 07/11/15 R.L
CONCRETE/MASONRY B REVISED GLASS 10/02/17 R. L.
BY OTHERS
1 1/4" MIN. 1 1/4'. MIN. OPTIONAL IX DUCK EMBEDMENT EMBEDMENTSEENOTES3 - 7
SHEEf I
CONCRETE/MASONRY
BY OTHERS OPTIONAL IX 13UCK
SEE NOTES 3 — 7
1/4" MAX. SHEET I
BACKER ROD SHIM SPACE
APPROVED
SEALANT
3/16" TAPCON 1/1" MAX.
3/16- TAPCON SHIM SPACE
INTERIOR INTERIOR
2 1/2..
MIN.
EDGE
DISTANCE
EXTERIOR BACKER ROD
EXTERIOR
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
CONCRETEIMASON14YINSI-ALLA77OW
SILL TO BE SET
BACKER ROD
IN A BED OF NOTES:
APPROVED
APPROVED i. INTumon AND EXTERIOR FINISHES, BYOTHCRS,
SEALANT
STRUCTURAL NOT SHOWN FOR CLARITY.
SEALANT 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
OPTIONAL IX BUCK 1/4" MAX. DESIGNED IN ACCORDANCE WITH ASTM Ev 12
SHIM SPACESEENOTE3 - 7 SI(3NED: 1211412017
SHEET 1 __
T MI WINDOWS AND DOORS, LLC
c, 0
CONCRCTE/MASONRY 650 WEST MARKET STREET 4fN
BY OTHERS GRATZ, PA 17030-0370 \ .' ,EN'- 'jrLP
SERIES 185 ALUMINUM SINGLE HUNG WINDOW :z *n
52" X 72" NON -IMPACT
FJNLESS INSTALLATION DETAILS S TA 'For,
REV
08-02549 NN
VERTICAL CROSS SECTION /ONAL':
CONCRCTEIMASONRYINSTALLATION E/14--l-l"IE19 OF 11 NIIIIIIm\\\
L. ROBERTO LOMAS P.E.
W32 WOODrORD RD LEWISVILLE, NC 27023 Luis R. Lomas P.E.
4,14-688-0609 FL No.: 62514
APPROVED
SEALANT
BEHIND FIN
7/16" MIN
EDGE DISTANCE
INTERIOR
U
EXTERIOR!Ij
7/16" MIN
7
EDGE DISTANCE
APPROVED
SEALANT
BEHIND FIN
1 1/4" MIN.
EMBEDME14T
13 WOOD SCREW
VERTICAL CROSS SECTION
D FRAMING OR 2X BUCK INSTALLATION
WOOD
FRAMING
BY OTHERS
1/4" MAX.
F SHIM SPACE
REVISIONS
REV DESCRIPTION APPRUVEO
A CING & CHART L.
13 1 REVISED CLASS 1 10/02/17 1 R.L. I
WOOD FRAMING 1/4" MAX
BY OTHERS SHIM SPACE
PS WOOD SCREW
INTERIOR
I "."*' ' / !" IMIN
EMBEDMENT
T_
APPROVED
SEALANT IA__ 777BEHINDFIN
7/16" MIN EXTERIOR
EDGE DISTANCE
JAMB INSTALLATION DETAIL
141000 FRAMING OR 2X DUCK INSTALLATION
NOTES:
1/4" MAX 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
SHIM SPACE
NOT SHOIVN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITHASTM E2112
MI WINDOWS AND DOORS, LLC
WOOD 650 WEST MARKET STREET
FRAMING GRATZ, PA 17030-0370
BY OTHERS SERIES 185 ALUMINUM SINGLE HUNG WINDOW
57" X 72" NON -IMPACT
FIN INSTALLATION DETAILS
DRAWN:
N.G. 1 08-02549
LE NTS 10AIE 12/29/14 1 .... T 10 OF 1 1
L. ROBER 7`0 LOMAS RE
1432WOODFDr7Df3DI.EWISVILI.F,NC27023
434.668-0609
SIGNED: 1211412017
0I,111111111//
GENly'
A 7TAT OF
Luis R. Lomas P.E.
FL No.: 62514
METAL
STRUC I URE
BY OTHERS
APPROVED
SEALA14T
BACKEI`
APPI
SE
STRUi
By 0'
2" MIN
EDGE DISTANCE1—r ,
1/4" MAX.
SHIM SPACE
1, , - SELF DRILLING
SCREW
VERTICAL CROSS SECTION
METAL STRUCTURE IIVSTALLA77ON
NOTES:
1. INTERIOR AND rzXTFPIQR FINISHES, BYOTHERS,
NOTSHOIIVN rOR CLARITY.
2. PERIMETER AND JOINT SEALANTBYOTHERS TO BE
DESIGNED IN ACCORDANCE K//TH ASTAI C2112
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
SEALANT
1/4" MAX.
SHIM SPACE
REVSIONS
DESCRIPT
REVISED ANCHOR SPA( 7/li/i6 R.L.
REVISED GLASS 10/02/17 R,L.
1/4" MAX.
SHIM SPACE
10 SMS OR INTERIOR
SELF RILLINGD
112"
MIN
EDGE
DISTANCE
EXTERIO7M R
METAL BACKER ROD
STRUCTURE APPROVED
BY OTHERS SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SIGNED: 121141207
Ml WINDOWS AND DOORS, LLC
550 WEST MARKET STREET
GRATZ, PA 17030-0370
N\ C,
E Ny'
10SERIES185ALUMINUMSINGLEHUNGWINDOW
2" X 72" NON —IMPACT
FINLLSS INSTALLATION DETAILS A MTIZ-OF
0 6
lip, CIRM-*,;
ONAC 'N
IIIIIlt0
0 NO.
08-02549
NTS I DA" 12/29/14 ISHEET8 OF 11
1432
L. R0DFn TO LOMAS P.P.
WOODFORD RD LEWISVILLE, NO 27023
434-608-0609
Luis R. Lomas P.E.
FIL No.: 6Z514
2 3116
1 n/16_LT===J'
FLANGE FRAME HEAD
CM_ 16501
ALUMINUM 6063-T5.050"THICK
2 5/16"
316"
FLANGE FRAME SILL
CM- IS502
ALU44INUM 6053-75.055"THICK
1 3/
LOCKRAII
CM- 16505
ALUMINUM 6063-T5.062" T14ICK
1 —1 r
1 /811
10
T_'
GLAZING BEAD
CM- 18535
RICID PVC.050" THICK
2 3/16"
FLANGE FRAME JAM13
CM-IB503
AL UMINUM 6063-TO.050"THICK
1 —
2 5/16"
2 13/IC,"
FINLESS FRAME SILL
CM-18554
ALUMINUA46063-T5 . 055'THICK
1 7/16"
2 5/1 G"
LLO
SASH BOTTOM PAIL
CM-16555
ALUMINUM 606,1-T5.050" THICK
11 3/8"
T___AASH STILE
CM-18507
ALUMINUM 603-T5.050"THICK
2 3/16" —
FINLESS FRAME HEAD
CM- 18553
ALUMINUM 6063-T5.050- T14ICK
2 3/16"
FINLESS FRAME JAMB
CM- 18613
ALUMINUM 6063-75.050" THICK
2 5/16"
3 3/4"
2 5/15"
4E SILL FIN FRAME HEAD
CM48509 CM-16508
ALUMINUM 606,3-75.055"THICK ALUMINUM 6063-T5.050"THICK
7 3/13"
T-PA 2 3/16"
2
L
ME RAIL FINFRAMEJAMB
CM48504 CM-10510
ALUMINUM 6063-T5.055. T14ICK ALUMINUM 606.3-T5,050"THICK
REVISIONS
I REY I DESCRIP'DON I DATE I APPROVED I
REVISED ANCHOR SPACINC & CHARIS 07/11/16 1 R.L. 1_- REVISED GLASS 10/02/17 R.L.
5/8" — —
1/8" ANN. — 1/B" ANN.
1/8" ANW
090 PVB BY KURARAY
REI FORCED
EXTERIOR
B(ML SPACER
INTERIOR
1/2" BITE SILICONE
SEALANT
SETTING EILOCK
GLA7_ING DETAIL
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —IMPACT
COMPONENTS
DRAWN! G NO.
N.G. 08-02549
XALE NTS IOA'E 12/29/14 ISHEET11 OF 11
L. 1708FRTO LOMAS RE
1432 IVOODrORD RD LEWISVILLE, NC 27023
434-68&060.9 6m-o. Ib a pe-
SIGNED: 1211412017
0
E N'
TAT OF
0
ORM
ONAC
011111110
Luis R. Lomas P.E.
FIL NO.: 62514
Florida Building, Code Online Page 1 of 3
7r, ....... . .
Z-75-5 W-5g li-z,
011 1miR211
M
EMS Home Log In User Registration Hot Topics Submit Surcharge I Stats & Facts Publications i F5C Staff i KIS Site Map I Lirilks Search
MN.Product Approval
USER: Public User
Produ-t Approval Menu > Product o, Application Sta,zh > AppliZation Lis > Applicaf'on Detail
FL vl FL15349-P9
pplication lype 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 7-1
Product Manufacturer 1,11 Windows and Doors
Address/Phone/Email 650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlinger@miwd.com
Authorized Sionature Brent Sitlinger
bsitlinger@miwd.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Windows
Subcategory Fixed
Compliance Method Certification Mark or Usting
Certification Agency American Architectural Manufacturers Association
Validated By Steven M, Urich, PE
Validation Checklist - Hardcopy Received
Referenced Standard and Year (of Standard) Standard Year
AAMA 506 2011
AAMA/WDMA/CSA 101/1.S. 2/A440 2008
Equivalence of Product Standards
Certified By
Product Approval Method Method I Option A
Date Submitted 12/31/2017
Date Validated 12/31/2017
Date Pending FBC Approval
Date Approved 01/04/2018
https:lliN,,A,A,.floridabuilding.orcTlIprIpr_appjtl.aspx?param=wGE-VXQ,A,'LDqtHS572qvdNN71... 1/31/2018
1 1
Florida Buildinc, Code Online Page 2 of 3
Summary of Products
FL #
15349.1 173 x 72 Insulated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15340 RP C CAC APC 12786,pdf
Approved for use outside HVHZ: Yes FLIS349 P9 C C
Impact Resistant: No Quality Assurance Contract Expiration Date
Design Pressure: +60/-6D 04/03/2018
Other: CW-PG60 Installation Instructions
FLIS349 R9 11 08-02357B.i)d
Verified By: Luis R. Lomas, PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15349 R9 AE 513124B.pd
Created by Independent Third Party., Yes
71-85PW15349.2 159 x 54 Triple CHS Insulated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLIS349 R9 C CAC APC 15350j)d
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: No 01/24/2021
Design Pressure: +55/-55 Installation Instructions
Other: R-PG55 FL15349 Rg II 08-02949.()d
Verified By: Luis R. Lomas, PE 62514
Created by Independent Third Party. Yes
Evaluation Reports
FL15349 R9 AE 513783.r)df
Created by Independent Third Party: Yes
15349.3 W Impact 72 x 72 Insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R9 C CAC APC 15454.i)d
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 FL!5349 R9 11 08-02948.Ddf
consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514
annealed 10.100 Solutia Saflex HP / 5/32" annealed. Glass
was bedded in Pecora 896 silicone with 5/8" glass bite.
Created by Independent Third Party: Yes
Evaluation Reports
FL15349 R9 AE 513782.r)df
Created by Independent Third Party: Yes
15349.4 1185 PW Impact 1S9 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 APC8273.rd
Impact Resistant: Yes Quality Assurance Contract Expiration Date
Design Pressure. +55/-55 01/24/2021
Other: RV-P,55, Missile Level D, Wind Zone 3. Glass Installation Instructions
consisted of 1/8" annealed exterior - spacer - 3/32" FL1534Q R9 II 08-01614B.I)d
annealed / 0.090 Solutla PVB / 3/32" annealed. Glass was
bedded in Pecora 896 silicone with 5/8" glass bite.
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15349 R9 AE 5122786.od
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 P9 C CAC APC 7962.pd
Approved for use -outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: Yes 12/05/2020
Design Pressure: +55/-55 Installation Instructions
Other: F V-LC55, Missile Level D, Wind Zone 3. Glass FL115349 R9 Ty 08-01613B.E)d
consisted of 5/32" annealed exterior - spacer - 5/32"
annealed / 0,100 Solutia Saflex HP / 5/32" annealed. Glass
Verified By: Luis Roberto Lomas 62514
Created by Independent Third Party: Yes
was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports
Fl-15349 R9 AE 512277B.od
Created by Independent Third Party: Yes
ED Fll--t
C.ntsct Us :: 2601 Blair Store road, Tellahas sae FL 32?-Q Phone! 850 487-182
The State of Floncla is an A VEEO employer. Cop-ght 2007-201B State of Florida, :: Pri,acy S-atemen :: Accessibility Statemen :: Refund St2tem n
https://Nk-",N7,,,.floridabuilding.or-/pr/Pr app dtl.aspx?param=\kGEVXQN-,tDqtH8572qvd'7I... 1/31/2018Z:> r:11 V — —
Florida Building Code Online Pan ') of 3
Under Florida taw, email addresses are Duldlic records. If you do not want your e-mail address released In response to B public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. Ifyou have any questions, PlEeSe con' tact , 850.487.1395. 'Pursuant to
S,_t ties, effective October 1, 2M, licensees licensed under Chapter 455, F.S. mist provide the Department with an email address ifion455.275(l) Florida Stati.,
they have o ne, Th 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 detemine if You are a licensee under
Chapter 455, F S., please clia here .
Product Approval Accepts;
M KI le —MR gi M
Cre d h, - C F—Td
safe
lattps://,,Ar\v,A,.floiidabuilding.org r/pr app dtl.aspx?parai-n=,,GE-\;XQA,-tDqtH8572q-,7dv 71... 1/331/2018P
NOTES:
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REQUIREMENTS OF THE FLORIDA BUILDING CODE
2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. 1X BUCK OVER MASON RY/CONCRETE 15 OPTIONAL.
4. WHERE SHIM OR 13UCK THICKNES S 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 13UCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY
FASTENED 70 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 15 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 1NSTALLAT10N SHIM AS REQUIRED AT
EACH ANCHOR LOCATION WIT14 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 MATERIAU EXTRUDED ALUMINUM BD63—T5.
12. UNITS MUST BE GLAZED PER ASTM E1300-04/09.
13. APPROVED IMPACT PROTECTIVE SYSTEM IS RE91VELL-) 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
DESCRIPTION DATE I "I'D—.
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 MASONRY/CONCRETE USE 3116" TAPCONS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2
1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND
INSTALLATION DETAILS.
17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF
DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND
STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION
DETAILS.
I B. ALL FASTENERS TO BE CORROSION RESISTANT.
19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A * WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42
B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI.
C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2.00OPSI MINIMUM.
D. METAL STRUCTURE: STEEL 18GA (.048") FY=331<SI/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.
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
NOTES
TABLE OF CONTENTS
DRAW DWG NO.
SHEET NO.1 DESCRIPTION J.L.
N:
08-02357
1 NOTES
2 — 3 ELEVATIONS, CHARTS AND GLAZING DETAILS
4 — 12 INSTALLATION DETAILS
SCALE NTS I DATE 09/03/14 1 STN`ET 1 OF 12
L ROBERTO LOMAS P.C.
N32 WOODFORD RD LEWISKLE, NC 27023
434 680 060-0
SIGNED: 1111512016
E N
rc 61
ofWTAft0F0F
0
Z 0 RO"' EV ;'cl A
13 / 16NAIL
Luls R. Lomas P.E.
FL NO.: 62514
6" MAX
6" x
72 1/2" MAX FRAME WIDTH
18'! MAX O.C.
I
6" MAX
18"
MAX D.C.
71 1/2-
MAX
FRAME
HEIGHT
REFER TO CHARTS SERIES 185 A (UMINUM FIXED WINDOW
1 & #2
EXTERIOR VIEW
FOR NUMBER OF
ANCHORS REQUIRED
72 1/2" MAX FRAME WIDTH
G" MAX —1 1—- 113" MAX D.C.
6" MAX
T
i /2'
MAX MAX O.C.
FRAME T_ HEIGHT
00
00
REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
1 & #2 cxTEmon VIEW
FOR NUMBER OF
ANCHORS REQUIRED
DESIGN PPESSURC I?A TING I GTRATING
160.OPSF NONE
REVISIONS
RPV DESCRIPMON
NOTES: A REVISED INSTALLATION DETAILS
1. MAXIMUMD.L.O.: 69314"XO8314" 8 REVISED NAME AND ADDRESS
rNART,91
DATE I APPROVED
05/0 1/15 R.L.
R.L.
Numberofancho uired (wifliout id fillers)
MEMBER m
CI,APTB l
Number ofarichOrs.requIred (with rigid fillem)
r,R.,o F'.me yn
HeIghl 24.00 30.130 42.00 48.00 54,00 1 60.00 1 6c.iio T2.50
Tj—'S S— T n'b in, HAS JR nib I HA S to nib I HAS P1 nib I IIAS Pa nib I H&S JR tlFb 11-4 S a nibv—
24,00 2 2 2 2 3 1-2—T 3 2 3 2 4 2 5 2
30.00 2 2 2 2 3
3
1 2 1 3
3-3
2 3 2 4 2 2
36.00 2 3 2 3 7_37 3 3 4 3 5 3
3 2 3 3 1 3 3 3 3 4
3 2 3 3 1 .1 3 3 3 4 3
4 2 4 4
3
3 44 4 4 5 4
4 2 4 4 3 1 P 4 1 1 1
144-4-54
5 3 4 5
SEE SIEETS 4-7 FOR INSTALLATION DETAILS
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ , PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON -IMPACT
FLANGE & FINLESS ELEVATION & CHARTS
DRAWN: WG NO
J . L. 08-02357
OALE NTS IDA" 09/03/14 1 5['EET 2 OF 12
I. ROBERTO LOMAS P.E.
1432 WOODF0170 RD LEWISVILLE, NC 27OZ3
SIGNED: 1111512016
CF
51
TAT Or
0 R *s
Luis R. Lomas P.E.
FIL No.: 62514
72 1/2" MAX FRAME WIDTH
REV DESCRIPTION DATE APPR D
6" MAX 16" MAX O.C. 6" MAX ATION DEIAILS 06/01/ln R.L
B REVISED NAME AND ADDRESS 10/27/16 R.L.
MAX D.C.
71 1/2"
MAX
FRAME
HEIGHT
REFER To CHART #3
FOR NUMBER OF
ANCHORS REQUIRED
6" MAX
113"
MAX D.C.
71 1/2"
MAX
FRAME
HEIGHT
00
SERIES 185 ALUMINUM FIXED WINDOW
EXTERIOR VIEW
72 1/2- MAX FRAME WIDTH
18" MAX D.C. 6" MAX
IN
0/
0/
REFER TO CHART #3 ---
FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
ANCHORS REQUIRED EXTERIOR VIEW
DESIGN PRESSURE RATING IMPACTRATING
t60,0PSF NONE
NOTES:
1. A4AXIMUM040.: 69314"X68314"
GHART#3
will IIIALWIIIIIIIIIIII
IM mom=
MMIM IMM
MMIUM MIMIEMI a IM
IM
ff"Ime IMIMMIMIMIMII= ME MMIMMMIM;
MMMIMM MMMMMIMMIMIM MIM
SEE SHEET 8 FOR INSTALLATION DETAILS
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
R'. LO
GRATZ. PA 17030
6.51SERIES155ALUMINUMFIXEDWINDOW
73" X 72" NON—iMPACT otm
FIN ELEVATION & CHART TATF;OF
6
RDRAWN: No. 70 REVREV
J.L. 08-02357 B N
Luis R. Lomas P.E.
SC&E NTS DATE 09/03/14 1 SHEET 3 OF 12
L. ROBERTO LOMAS P.E.
t4112 wooDronc, nD LEWISVILLE. NC 27023
434-600-0609 rIfoma.;0(rlcrti,7sr-cam FL No.: 62514
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD
APPROVED
SEALANT
EXTERIOR
1/2" MIN.
EDGE DISTANCE
1 1/4" MIN,
1/4" MAX. j
SHIM SPACE
10 WOOD SCREW
10 WOOD SCREW
1 RIGID FILLER
BACKER ROD L"': APPROVED lwl 1/4" MAX.
SEALANT JLl SHIM SPACE
WOOD FRAMING
OR 2X BUCK
1 1/4" MIN.
By OTHERS EM13EDMENT
1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2XBUCI< INSTALLATION
1 1/4" MIN 1/4" MAX.
EMBEDMENT SHIM SPACE
11 MIN.
GE D
I
ISTANCE
INTERIOR
1/2
ED
10 WOOD I'Al X_
SCREW
liiiwiw IilL. A
WOOD FRAMING
OR 2X BUCK
I v EXTERIOR
BY OTHERS BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLA TION
I
METAL
STRUCIU13E
BY OTHERS
BACKER ROD
APPROVED
SEALANT
EXTERIOR
BACKER ROD
APPROVED
SEALANT
3/4" MIN
EDGE DISTANCE
1/4" MAX.
SHIM SPACE
10 SMS OR
SELF DRILLING
SCREW
INTERIOR
10 SMS OR
SELF DRILLING
SCREW
RIGID FILLER
1/4" MAX,
SHIM SPACE
STRUCTURE
BY OTHERS
3/4" MIN
EDGE DISTANCE
VERTICAL GROSS SECTION
METAL STRUCTURE INSTALLATION
REVISIONS
REV DESCRIPTION DATE I APVROVED
A REVISED INSTALLATION ETAILS
8 REV15ED NAME AND ADDRESS 10/27/113 1 R.L.
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHE n-S,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SIFALANTBY OTHERS To BE
DESIGNED INACCORDANCE WiTHASTM E2112
1/4" MAX.
SHIM SPACE
T_
3/4'. MIN.
EDGE DISTANCE INTERIOR SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W, MARKET ST. IR L
10 SMS OR GRATZ, PA 17030 6' 'p
SELF DRILLING
SCREWS lint
q __j
EXTERIOR
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
5
METAL FINLESS INSTALLATION DETAILS WITHOUT FILLERS TAT OF
STRUCTURE
BY OTHERS
BACKER ROD
APPROVED
DRAWN: G No, Ow REY
SEALANT J-L. 08-02357 B
SCA E
N
l/l/iNAI. JAMB INSTALLATION DETAIL NTS IOA'c 09/03/14 1 SHED 4 OF 12
METAL STRUCTURE INSTALLATION L. POSERTO LOMAS P.E.
143P WOODFOR0 RO LEWISVILLE. NG 2703 Luis R. Lomas P.E.
4,14 rOB-0609 FIL NO.: 62514
2 1/Z" MIN.
EDGE D ISTANCE
CONCRETE/MASONRY I
BY OTHERS
OPTIONAL 1X BUCK
SEE NOTES 3 — 7
4.
1 1/4" MIN.
EMBEDMENF
SHEET I
BACKER ROD 1/4- MAX.
APPROVED
SEALANT
SHIM SPACE
EXTERIOR
BACKER ROD
APPROVED
SEALANT
OPTIONAL IX BUCK
SEE NOTE 3 — 7
SHEET I
CONCRETE/MASONRY
BY OTHERS
3/16" TAPCON
INTERIOR
3/16" TAPCON
1/,1" MAX.
SHIM SPACE
14 1 1/4" MIN.
EMBEDMENT
2 1/2" MIN,
EDGE DISTANCE
VERTI LCROSSSECTION
GONCRETEIMASONRY INSTALLATION
REVISIONS
REV ESCRIPTIO l
A REVISED INSTALLAIION DEIAILS
9 REVISED NAME AND ADDRESS
1 1/4" MIN.
EMBEDMENT
CONCRETE/MASONRY
BY OTHERS 1/4" MAX.
SHIM SPACE
OPTIONAL 1X BUCK
SEE NOTES 3 — 7
SHEET 1
3/16" TAPCON ---- - -- INTERIOR
T f l21/2"
MIN. TRM
EDGE
EXTERIOR
BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
CONcnETEIMASONnY INSTALLATION
VATU I APPROVED
06/01/15 R.L.
10/Z7/1 6 R.L.
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST,
GRATZ, PA 17030
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, lo q5ilx
6jjtv?
SERIES 18 ALUMINUM FIXED WINDOW
73' X 72" NON —IMPACT
NOT SHOWN FOR CLARITY,
2. PERIMETER AND dOiNTSEALANrByoTHERs TO BE
FINLESS INSTALLATION DETAILS WITHUT FILLERS Z. -- STAM61` 'QZ
0 44, 7
DESIGNCDINACCORDAAtCEWIThIASTMC2112 lt ;;%,. 0 110t' DFAWNt WG No. EV
B0 —02357
G
ONAC S\
SCALE NTS 114TE 09/03/14 1 SHEETS OF 12 if I W0
L, nOOFRTO LOMAS P.C.
1432 WOOOrORL) RD LEWISVILLE. AIC 2702.3 Luis R. Lomas P.E.
434-608-0609 11 .. s0klo,aspp-n FL No.: 62514
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD
APPROVED
SEALANT
REVISIONS
1/2" MIN. REY DESCRIPTION DATE AWROVED
EDGE DISTANCE
3/4" MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L.
METAL EDGE DISTANCE 8 REVISED NAME AND ADDRESS 10/27/16 R. L.
f
1 1/4" MIN.
STRUCTURE
EMBEDMENT
BY OTHERS 1/4" MAX.
SHIM SPACE
1 /4" MAX.
SHIM SPACE BACKER ROD
APPROVED
RIGID FILLER SEALANT
10 WOOD SCREW
EXTERIOR
INTERIOR
10 WOOD SCREW
BACKER ROD
RIGID FILLER
APPROVED 1/4" MAX
SEALANT SHIM SPACE
WOOD FRAMING 7_1 1/4" MIN. OR 2X BUCK
BEDMENTBYOTHERSEM
1/2" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
I'VOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN, 1/4" MAX.
EMBEDMENT SHIM SPACE
T- RIGID FILLER
1/2 1. MIN.
EDGE DISTANCE
1 D WOOD
SCREW
J LJWOODFRAMING
OR 2X BUCK
EXTERIOR
BY OTHERS BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
I
EXTERIOR
BACKER ROD
APPROVED
SEALANT
MET
STRUCTUR
BY 01HER
I -
RIGID FILLER
10 SMS OR
SELF DRILLING
SCREW
INTERIOR
SMS OR
DRILLING
W
FILLER
1/4" MAX,
SHIM SPACE
3/4" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
1/4" MAX.
SHIM SPACE
RIGID FILLER
3/4" MIN.
EDGE DISTANCE INTERIOR
1110 SMS OR
SELF DRILLING
SCREWS
METAL EXTERIOR
STRUCTURE BACKER ROD
BY OTHERS & APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR rINISHES, BY OT14URS,
NOT S"CVVN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WIT14ASTM F2112
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
690 W. MARKET ST.
GRATZ, PA 17030
vs 4f
6 61SERIES185ALUMINUMFIXEDWINDOW
73" X 72" NON —IMPACT X, iv0_FF1FINLESSINSTALLATIONDETAILSWITHRIGIDFILLERSTA
lo, A. DRAWN! DWC No
J.L. 08-023
Luis R. Lomas P.E.
NTS 1""' 09/03/14 6 OF 12
L. ROIJERTO LOMAS P F,
f43;? WOODFORD RO LCWISVILLE . NO 27003
434-6880609 r1lomRsoldonvaspe.com FL No.: 62514
CONCRETE/MASDNRY
BY OT14ERS
OPTIONAL 1X BUCK
SEE NOTES 3 - 7
SHEET I
BACKER
APPRoVE6
SEALANT
EXTERIOR
BACKER ROD —
APPROVED
SEALANT
OPTIONAL 1X BUCK —
SEE NOTE 3 - 7
SHEET I
CONCRETE/MASONRY —
BY OTHERS
2 1/2" MIN,
EDGE DISTANCE
4
114, 1 1/4 M
4 EMBEDMENT
714'—MAX 7
SHIM SPACE
RIGID FILLER
3/16" TAPCON
INTERIOR
3/16" TAPCON
RIGID FILLER
1/4" MAX.
SHIM SPACE
1 1/4" MIN.
EMBEDMENT
14'
2 1/2 M IN
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETEIMASONRYtNSTALLATfON
REVISIONS
R ESCRIP110N
A REVISED INSTALLAVON DETAILS
13 REVISED NAME AND ADDRESS
1 1/4" MIN.
EMBEDMENr
CONCRETE/MASONRY
BY OTHERS 1/4" MAX.
SHIM SPACE
OPTIONAL 1X
SEE NOTES 3 - 7
SHEET 1 RIGID FILLER
3/15" TAPCON INTERIOR
2 1/2"
MIN. I
EDGE
DISTANCE EXTERIOR
BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
CONCRETEIMASONRYINSTALLATION
VAI E AP ROVED
06/01/15 R.L.
10/27/16 R.L,
SIGNED: 11/15/2016
MI WINDOWS AND DOORS, LLC 0 tll 1,11/1//
650 W. MARKET ST. S 9 L o//
Y , GRATZ, PA 17030 N'T .,P
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SERIES 185 ALUMINUM FIXED WINDOW
NOT SHOWN FOR CLARITY. 73" X 72" NON -IMPACT IZ7 Z: VV_0FF' 2. PERIMETER AND dOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE VVITHASTM E2112
FINLESS INSTALLATION DETAILS WITH RIGID FILLE RS AY
41, Z-
111c, I'DDRAWN: EVIBjL. 08-02357 ONAt
SCALE NTS I-E 09/03/14 1 SHEET 7 OF 12 it I I0\
not'rR70 LOMAS P.F.
1432 WOODFORD RD LEW)SVILLE, NC 270,23 Luis R. Lomas P.E.
FL No.: 62514434-0388-Drog dW,-c)Id-,p-,,
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
12" MIN.
EDGE DISTANCE
1 1/4" MIN
EMBEDMENT
1/4'. MAX
SHIM SPACE
10 WOOD SCREW
METAL
STRUCTURE
BY OTHERS
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
3/4" MIN
1/4" MAX.
SHIM SPACE
10 SMS OR
LF DRILLING
REW
EXTERIOR
INTERIOR
EXTERIOR INTERIOR
10 SMS OR
IO WOOD SCREW SELF DRILLING
RIGID FILLER
SCREW
BACKER ROD A, BACKER ROD & RIGID FILLER
BEHIND FLANGE SHIM SPACE BEHIND FLANGE
APPROVED SEALANT 1/4" MAX. APPROVED SEALANT
1/4" MAX
SHIM SPACE
META
BY OTHERS
EMB
WOOD FRAMING MIN, I T I U C'TIEUTR"EOR2XBUCK
EDMENT BY OTHER
3/4" MI
1/2" MIN
EDGE D15TA CE
EDGE D15TANCE IERTICAL CROSS SECTION
VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION
1111060 FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN.
F
1/4" MAX,
EMBEDMENT SHIM SPACE
3/4" MIN.
GE EDGE D ISTANCE
1/2 MINkEED I STA
I j INTERIOR
10 WOOD #10 SMS OR
SCREW SELF DRILLING
SCREWS
WON 1- . ...... I LA
OR 2X BUCK EXTERIOR ME7TAL
STRUCTUREBYOTHERSBACKERROD & BY OTHERS
APPROVED SEALANT
BEHIND FLANGE
JAUB INSTALLATION DETAIL
WOOD FRAMING On 2X BUCK INSTALLATION
1/4" MAX.
SHIM SPACE
I i I
I INTERIOR
REY DESCRIPRON DAIE I PIRMED
A REVISED INSTALLATION DETAILS
B RE\hSED NAME AND ADDRESS 1 10/27/16 1 R.L.
NOTES.,
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETEn AND jowrSEALANTBY OT14ERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST. a
GRATZ, PA 17030
SERIES 1135 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
zz*-
F6 VOFEXTERIORFLANGEINSTALLATIONDETAILSWITHOUTFILLERS6TAT
BACKER ROD & DRAWN: D11c tjo REV
APPROVED SEALANT
BEHIND FLANGE
J.L. 08-02357
IONAL O\\"
SrALE NTS 10A" 09/05/14 1511EET8 OF 12 11111110
JAMB INSTALLATION DETAIL
I., ROOEnTO LOMAS
Luis R. Lomas P.E.
P.E.
METAL STRUCTURE INSTALLATION 1432WOODFOR0 RD LEWISVILtE. NC 27OP3
434,689-0609 FIL No.: 62514
CONCRETE/MASONRY
BY OTHERS
OPTIONAL 1X BUCK
SEE NOTES 5 - 7
SHEET 1
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
EXTERIOP
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
OPTIONAL IX BUCK
SEE NOTE 3 - 7
SI IEET 1
CONCRETE/MASONRY
BY OTHERS
2 1/2" MIN.
EDGE DISTANCE
4 . .1 1 N , . . I I
7
A
14 1 1/4" MIN.
EMBEDMENT
114- MAX. j
SHIM SPACE
3/16" TAPCON
INTERIOR
3/16" TAPCON
4 ll jdil 114" MAX.
A SHIM SPACE
1 1/4" MIN,
EMBEDMENT
T
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
GONGRET&MASONRYINSTALLATION
REVISIONS
REV DESCRIP710N DAI E I AP11MVED
A REVISED INSTALLATION DETAILS 05/01/15 R.L.
3 REV19ED NAME AND ADDRESS 1 10/27/16 R.L. I
1 1/4" MIN.
EMBEDMENT
CONCRETE/MASONRY
BY OTHERS 1/4" MAX
OPTIONAL 1X BUCK
SHIM SPACE
SEE NOTES 3 — 7
SHEET 1
3/16- TAPCON
flii
2 1/2"
MIN. -
Im"
EDGE
INTERIOR
DISTANCE EXTERIOR
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
CONCRETFIMASONRYINSTALLATION
Ml WINDOWS AND DOORS, LLG
SIGNED: I W512016
650 W. MARKET ST.
GRATZ, PA 17030
c'
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, SERIES 185 ALUMINUM FIXED WINDOW z A0
NOT SHOWN FOR CLARITY.
2. PERIMETER ANO.)OINT SEALANT BY OTHERS To BE
73" X 72" NON -IMPACT
FLANGE INSTALLATION DETAILS WITHOUT FILLERS 9TAT OF
151 0DESIGNEDINACCORDANCEWITHASTME2112DRAWN: 0w(; NO. Ev113 0 RVD" GJ.L. 08-02357
N" " At
i NTS 1""E 09/03/14 SHFET9 OF 12 I I I 111011LI
L, 1700CRTO LOMAS P.C.
14,V WOODFORD RD I.EWISOUE, NO 27023 Luls R. Lomas P.E.
434-06-OrO9 -P-- 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
RIGID FILLER
10 WOOD SCREW
EXTERIOR
INTERIOR
10 WOOD SCREW
RIGID FILLER
BACKER ROD &
APPROVED SEALANT 1/4" MAX.
BEHIND FLANGE SHIM SPACE
1
WOOD FRAMING 1 4 " MIN
OR zX BUCK EMBEDMLN T
BY OTHERS
T
1/2" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INS TALLATION
1 1/4" MIN. 1/4" MAX,
EMBEDMENT SHIM SPACE
1/2 _Aj [
RIGID FILLER
EDGE D
INTERIOR
10 WOOD
SCREW
WOOD
OR 2X BUCK EXTERIOR
BY OTHERS BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
WOOD rRAMINGOR2XBUCI(INSTALLATION
3/4" MIN,
METAL EDGE DISTAN ICE
STRUCTURE
BY OTHERS 1/4" MAX.
SHIM SPACE
BACKER ROD &
3
APPROVED SEALANT RIGID FILLER
BEHIND FLANGE #
10 SMS OR
SELF DRILLING
SCREW
EXTERIOR WTERIOR
10 SMS OR
SELF DRILLING
BACKER ROD i
SCREW
APPROVED SEALANT
RIGID FILLER
BEHIND FLANGE 1/4" MAX.
META
SHIM SPACE
BY 011-IERS
STRUCTURE
3/4" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
1/4" MAX.
SHIM SPACE
RIGID FILLER
3/4" MIN, INTERIOR
EDGE DISTANCE 711,11
10 SMS OR
SELF DRILLING
SCREWS
METAL EXTERIOR
STRUCTURE
BY OTHERS BACKER ROD
APPROVED SEALANT
BEHIND FLAINGE
JAMB INSTALLATION DETAIL I
METAL STRUCTURE INSTALLATION I
REVISIONS
OESCRIPTION DAIE APPRIWID
REVISED INSTALLATION DEIAILS 06/ 1,
REVISED NAME AND ADDRESS IO/Z7/ir, R.L.
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BYO7HERS,
NOT SHOWN FOR CLA R/rY.
2. PERIMETER AND JOINT SEALANT BY OTfIEnS TO VE
DESIGNED IN ACCORDANCE WITHASTM E2112
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W, MARKET ST.
GRATZ, PA 17030
SERIES 1.85 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS WITH RIGID FILLERS T OF
DRAWN: D G NO. REV
J. L.
SCALE DATE
08-07357
14TS I 09/03/14 1 st4EET ID 12 111, OF
L. nOSEn TO LOMAS P. 9.
432 WOODFORD FID LEWISVILLE, NG 27023 Luis R. Lomas P.E.
4J4-680-0609 t1lomai0irlomaspe—i FIL No.: 62514
CONCRETE/MASONRY
BY OTHERS
OPTIONAL 1X DUCK
SEE NOTES 3 — 7
SHEET I
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
EXTERIOR
BACKER ROD ',I. —
APPROVED SEALANT
BEHIND FLANGE
OPTIONAL IX BUCK —
SEE NOTE 3 — 7
SHEET 1
CONCRETE/MASONRY —
BY OT14ERS
REVIS10145
REV
2 1/2" MIN.
DESCRIPtION
A REASED INSTALLATION DETAILS
EDGE DISTANC B REVISED NAME AND ADDRESS
1 1/4" MIN,
1 114" MIN, EMBEDMENT
EMBEDMENT
j CONCRETE/MASONRY
1/7MAX.
X SHIM SPACE
UY OTHERS 1/4" MAX.
SHIM SPACE
OPTIONAL 1X BUCK
RIGID FILLER SEE NOTES 3 — 7
3/16" IAPCON
SHEET 1 RIGID FILLER
INTERIOR 3/15" TAPCON INTERIOR
3/16" TAPCON
RIGID FILLER
1/4" MAX.
4.1
SHIM SPACE
T
1 1/4" MIN.
EMBEDMENT
2 1/2- MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETEIMASONRYWSTALLATION
ItLk-w-,
2 1/2"
MIN.
EDGE
DISTANCE EXTERIOR
BACKER ROD
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
CONCRETEIMASONRY INSTALLA TION
DAIE
6 01 15
10/27/16 Rl.
SIGNED: 1111512016
NOTES: MI WINDOWS AND DOORS, LLC
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 650 W. MARKET ST.
GRATZ. PA 17030
N \ - w a ..
r, E N'TNOTSHOWNFORCLARITY.
SERIES 185 ALUMINUM FIXED WINDOW
2. PERIMETER AND JOINT SEALANTBY OTHERS TO BE
DESIGNED INACGORDANCE WITHASTM L2112
73" X 72" NON —IMPACT
ST'ATVOFFLANGEINSTALLATIONDETAILSWITHRIGIDFILLERS
DRAWN; 1w, 10. IV
J.L. 08-02357 B
1111111'LE NTS I UAFE 09/03/14 1 SHEE7 11 OF 12 10V\ is L. ROBERTO LOMAS P, C
t4.12wo rononDLEWISVILLE.NG27023 Luis R. Lomas P.E.
434-680600609 MOMA @IdorRasp-rR FL No.: 62514
APPROVED
SEALANT
BEHIND FIN 1 114" MIN.
6 WOOD
EMBEDMENT
WOOD
1/4" MAX.
SCREW x FRAMING
BY OTHERS
SHIM SPACE
3/8- MIN
EDGE DISTANCE
INTERIOR
EXTERIOR
1/4" MAX
SHIM SPACE
3/8" MIN j
EDGE DISTANCE
6 WOOD WOOD
SCREW FRAMING
APPROVED 1 1/4" MIN. BY OTHERS
SEALANT EMBEDMENT
BEHIND FIN
VERTICAL CROSS SECTION
WOOD FRA&fING OR2XBUCK(NSTALLATION
WOOD FRAMING 1/4" MAX
BY OTHERS SHIM SPACE
6 WOOD
INTERIORSCREW
1 1/4" klMIN.
EMBEDMENT
APPROVED I MIMI
SEALANT
BEHIND FIN
EXTERIOR
3/8" MIN
EDGE DISTANCE
JAMB INSTALLATION DETAIL
Of? 2X BUCK INSTALLATIONWOODFRAMING
UESCRIPPUN D
REVISED INSTALLATION DETAILS c
REVISED NAME AND ADDRESS 10/27/16 1 R.L.
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2, PFRIMFTER AND JOINTSEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITHASTM 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; wo NO.
J.L. ID 08—D2357
SCALE NTS JLA" 09/03/14 1"ET12 OF 12
L. ROBERTO LOMAS P.F.
1432 WOODFORD RD LEWISVILLE. NG 27023r434-08.0609
SIGNED: I w5l2m
r, ENG*.',p
a z: RAT OF
A
111110
Luis R. Lomas P.E.
FIL No .: 62514
Flori'da Building Code Online1. Paae I of')
roRtg8
Lil I
BCIS Horne Lop In User Registralion Hot Topics Submit Surchame StatS Facts PulbliCationS F5C Staff BCIS Site Map Links Sear6
LAI%t Product Approval
USER: Public Userdb60-., r 0-
Product; ADDroval Menu > Product or ADDN a ion S-2rch > ApPlication US > Application Detail
FL # FL15353-R3n; -- —m—
Application Type Revis! on
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Emall
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
MI Windows and Doors
650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlinger@m wd.com
Brent Sitlinger
bs;tlinaer@miwd.com
Windows
Mullions
Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Luis R Lomas, PE
the Evaluation Report
Florida, License PE-62514
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2018
Validated By Steven M. Urich, PE
R Validation Checklist - Hardicopy Received
Certificate of independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
Product Approval Method
FL15353 R3 COI FLCOI.odf
Standard
AAMA 450
Method 1 Option D
Year
2010
https://,Nr",Ar.floridabuildino,.ora r/pi app dtl.aspx?paraiai=NNGEVXQ-,.,tDqtH8572q-%,d'A/-IS... 2/1/2018t-- -/P - -
Florida Building Code Online0 Page 2 ofg
Date Submitted 1-0/!6/2017
Date Validated 10/23/2017
Date Pending FBC Approval 1-0/26/2017
Date Approved 12/12/2017
Summary of Prndurt--z
FL # Model, Number or Na ription
15353.1 15764 Horizontal Aluminum Mullion
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ. Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: Max single window size: 52-1/8" x 84". Max mullion
span: 104-1/4".
Installation Instructions
ffl-15353 IZ3 K 08-0144SB.riff
Verified By: Luis R Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15353 P3 AE '12072B.pdf
Created by Independent Third Party: Yes
1
15353.2 15764 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ-. No FL15353 R3 11 06-01439B.odf
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure. N/A
Other: flax single window size: 52-1/8" x 84". Max mullion
span: 83'
Verified By: Luis R Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15353 P,3 AE 5120636.pd
Created by Independent Third Party: Yes
IS76515353.3 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FLIS353 R3 !I 08-01449B,r)df
Apprqved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: Max single window size: 52-1/8" x 84". Max mullion
Verified By: Luis R Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15353 R3 AE S-120738.rdf
span: 156-3/8" Created by Independent Third Party: Yes
15353,4 5765 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ. No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: Max single window size: 52-1/8" x 84". Max mullion
span: 83'.
FL15353 R3 If 08-01440B pdf
Verified By: Luis R Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL1535-1 R3 AE S!2064B.f)df
Created by Independent Third Party: Yes
15353.5 CM-18514 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant. Yes
Design Pressure: N/A
Other: Max single window size: S2-1/8" x 84". Max mullion
length - 83".
FL15353 R3 11 08-01442B.pd
Verified By: Luis R Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15353 R3 AE 5120666.pd
Created by Independent Third Party: Yes
15353 6 CIA-18520 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure: N/A
Other: Max single window size - 52-1/9" x 84". Max mullion
FL15353 R3 H 08-01451S.r)df
Verified By: Luis R Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FLI q353 R3 AE S!2075B.pd
span - 156-3/8" Created by Independent Third Party: Yes
TCM-1852315353.7 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: Yes
Design Pressure. N/A
Other: Max single window size - 52-1/8" x 84". Max mullion
FLIS353 R3 11 08-01452B.I)df
Verifled By; Luis R Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15353 R3 AE 512076B.r)df
span - 104-1/4". Created by Independent Third Party: Yes
iS3S3.8 CM-18531 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 11 06-01443B.Dd
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62S14
https://i T N7Nv.floridabuilding.orQ/Pr*/PT_app_dtl.aspx?param=,",GEVXQ-,tDqtH8572qvd'kTIS... 2/l/2018
FloHda Buildinc, Code Online1:o Paae ') of 3
Impact Resistant: Yes Created by Independent Third Parry: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE r!2067B.odf
span - 83' Created by Independent Third Party: Yes
15353.9 CM-18522 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVKZ: No FLI ;353 R3 IT 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.Ddf
span - 156-3/6" Created by Independent Third Party: Yes
15353.10 CM-'_- 8533 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FLID-353 R3 11 08-014446.1)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 13120,58B.pdf
span: 63" Created by Independent Third Party: Yes
153S3.11 70-18534 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 IT 06-01454B,odf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party., Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FLIS353 R3 AE 512073B.1) df
span: 156-3/8". Created by Independent Thirj Party: Yes
FEEE F ---]
Con'act J :: 2601 SW, Store Road. Tallaria,see FL 32799 Phone: 850-4S7-1624
The State of Florida is an AA/EEO employer. Copyriaht 2007-2013 Stae of Florida. :: Privacv Statem n :: AcraSsibllitv State m. :: Refund 5"aterrign
Under Florida law, email addresses are public records. If you do riot want your e-mail address released in response to a pulblic-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 850.487.13 5. Pursuant to
Secttion 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 rrade available to the public. 7 o determine if you are a licensee under
chapter ASS, F.S., please click here .
Product Approval Accepts;
M r] iR n 0
Safe
littps://-,.-,,,7,7.floridabuild'mLy.or,-/pr/-D appr— __dtl.aspx?param=wGE TXQN.,-tDqtH8572qvd'A71S... 2/1/2018
NOTES:
I ) 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 10 STRUCTURE. FRAMING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE
DESIGN OF 'THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION
FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS
PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3.
5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS
DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED
UNDER SEPARATE APPROVAL.
6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE
SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI
WINDOWS AND DOORS, INC.
7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE
LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL
WINDOW OR DOOR UNIT.
8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE
UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS
ANCHORED AS SHOWN HEREIN.
9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED
IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED
HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING
TO THIS DOCUMENT.
DESIGN PRESSURE TABLE 114STRUCTIONS:
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.
TfilBUI'ARY WIDTH WL-l-AZ
2 1
REVISIONS
DESCRIPTION DATE APP OVEO
REVISED INSTALLATION DETAILS 06/10/15 R.L.
REVISED ANCHORING NOTES & INSTL DET. 06/07/17 R.L.
ANCHORING NOTES:
1) 17OR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE J110 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) INSTALLATIO14 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
B. CONCRETE MINIMUM COMPRESSIVE STRENGTH OF 3,200 PSI.
C. MASONRY STRENGTH CONFORMANCE TO ASTM C-90, GRADE N,
TYPE I (OR GREATER).
0. METAL STRUCTURE -STEEL 18CA (.048") FY=33KSI/FU=52KSI
OR ALUMINUM 6063-T5 FU=30KSl .062" THICK MINIMUM.
6) FOR ATTACHING WINDOW UNITS TO MULLION USE #10 SELF TAPPiNr
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A MINIMUM
EMBEDMENT OF THREE THREADS PAST THE MULLION WALL. LOCATE
SCREWS 6" From EACH MULLION END AND 12" MAX. D.C.
THEREAFTER. STAGGER SCREWS AT EACH WINDOW.
TABLE OF CONTENTS
SHEET NO. DESCRIPTION
I NOTES
2 CONFIGURATIONS AND DP CHART
3 INSTALLATION DETAILS
4 COMPONENTS
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 - VERTICAL MULLION
83" MULLION SPAN
GENERAL NOTES
DRAWN:
V.L. 1777 8-011439
SCALE NTS DATE 01/11/12 1 '"EET I OF' 4
L ROBER TO LOMAS P.E.
1432 WOODFORD RD LEWISVILLE, NO 27023
434-660-0609 r1lows(pirlonuspe,carn
SIGNED: 1011312017
01HIN1110
04
E 'v'q
ITAYYOF of-
05- A,.
0NAl-
1101111111110
Luis R. Lomas P.E.
FL No.: 62514
0' "' IComBINIEDW DTH
W1 W2
83
FRAME
HFIGHT WINDOW WINDOW
MULLION
S PAN)
L UIR
107 3/8"
COMBINED WIDTH
107 3/8"
COMBINED WIDTH
Wl W2 -
83" IWINDOWFRAME
HEIGHT WINDOW
MULLION
SPAN)
I- Wl W2
T-
83" WINDOW
FRAME
HEIrHF WINOOK WJNDOIA
MULLION
SPAN)
Wi W2 -
7 107 3/B" COMBINED WIDTH
Desim pressure ratinq (pso
Mullion
span fin)
Tributary width (in)
18.13 25.50 36.00 42.00 4B.00 1 .52,13
25.00 120.0 120.0 120 O 120.0 120.0 120.0
37.38 120 0 120.0 120 O 120.0 120.0 120.0
49.63 12(LO 98.3 81.2 76.9 75.2 76.1
62,00 71.0 52.2 39.7 35.9 314 32.3
65.63 60.6 43.7 33.0 29.6 27.4 26.3
72.00 44.9 32.7 24.4 Tg-g 1-9-0-1
84.00 28.1 20.3
LARGE ANDSMALL MISSILE111PACT, LEVEL D, WINDZONC3
DIMENSIONS IN CHAR TARE FRAME DIMENSIONS AND DONOT
INCLUDEFLANGE,
107 318"
COMBINED WIDTH
Wl W2 -
83"
FRAME 4INDOW INDOW
HEIGHT
MULLION
SPAN)
L BL-- it
107 3/8"
COMBINED WIDTH
I- WI W2
T-
83" WINDOW
FRAME
HEIGHT WINDOW
MULLION
SPAN)
L W I
COMBINED
W2 -
107 3/8'
WIDTH
REVISIONS
I REV I DESCRIPTION I DATE I APPROVE10 I
A I REVISED INSTALLATION DErAILS 06/10/15
8 REVISED ANCHORING NOTES & INSIL DEL 1 06/07/17
a,.
F-WCOMBINED WIDTH
W21-11"",
3
T- /
83" / WINDOW
FRAME
HEIGHT MQQW WINDOW
MULLION
SPAN) LAML-
WI W2
107 3/8" L::-COMBINED WIDTH
APPROVED CONFIGURATIONS
MULTIPLE UNITS MAYBE MULLED TOGETHERASLONG ASCOMBINED
I'VIDTH DOES NOT EXCEED 107 318"AS SHOWN HEREIN.
Des/. pressure rating (pso with rebar
Mullion
span (in)
Tributary width (in
10.13 25,50 36.00 42.00 148.00 152,13
25.00 120.0 120.0 120.0 120.0 120,0 120,0
37.38 120.0 120.0 120.0 120.0 120,0 120.0
49,63 120 O 98.3 81.2 76.9 75,2 75.1
62.00 95.2 7RO 53.3 46.1 44.8 43.4
66,63 60.0 68.6 44.2 393 36.7 35,3
72.00 CO,3 43.9 32.8 29.2 26.7 25.5
84.00 1 37.7 27.3 1 17.7 16.0 15.1
LARGE AND SMALL MISSILE IMPACT, LEVEL 0, WIND ZONE 3
DIMENSIONS IN CHAR T A RE FRAME DIMENSIONS AND 00 NOT
I 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 140. Ev
V. L. 08-01439 11,13
NTS 1-" 01/11/12 1 SHUT 2 OF
L ROBERTO LOMAS P.E.
1432 IVOODFORD RD 4. EVVISVIL L 6, NC 27023
434-688-0609 r1loillasC(Didowaspo.com
SIGNED: 1011312017
0
a i" ig, stow Q'r
p AT OF
OW
Luis R. Lomas P.E.
FL NO.: 62514
4
IT]
1 " MIN
EDGE DISTANCE
MASONRY/CONCRETE
BY OTHERS
MIN. EMBEDMENT
T
1/4" ELCO ULTRACON TAPCON
5ECT5795
CLIP
OPTIONAL
REBAR
SECT5764
MULLION
M-F000022
CLIP
10 WOOD SCREW
I
1 3/8" MIN.
EMBEDMENT
WOOD FRAMING/
1/2 " MIN. 2X BUCK
EDGE BY OTHERS
DISTANCE
VERTICAL CROSS SECTION
A,IASONRYICONCRETE AND WOOD FRAM(NG
INSTALLATION
NOTE: CLIPS MAY BE USED IN MASONRVCONCRETE
OR WOOD FRAMING SUBSTRATE,
REV15IONS
REV DESCRtpuow APPROVED
A REVISED INSTALLATION DETAILS L.
B REVISED ANCHORING NOTES & INSTIL DET 1 05/07/17 1 R.L.
22
S OR
ILLING
METAL
1/2" MIN. STRUCTURE
EDGE BY OTHERS
DISTANCE
VERTICAL CROSS SECTION
METAL INSTALLATION
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 — VERTICAL MULLION
83" MULLION SPAN
INSTALLATION DETAILS
ORAW w.
V. L. 08-01439
0 1 /11/12 ISH'ET3 OF 4
L.ROBERI-OLOAfASP.E.
143Z WOODFORD RD LIF1,11IS111tLE, NC. 7023
4J4-608-0609 dim-00---n
SIGNED: 1011312017
Lo4 11
40 5 . =:
ITATVOF'
0
R I'D
Luis R. Lomas P.E.
I FIL NO.: 62514
2.140"
1. 125"
I
SECT5764 MULLION
ALUMINUM 6005-TS. 125" THICK
0.688-
7
1.5 31
RF EBAR
16 GA (.062) GALVANIZED STEEL
NOTES: 1. CLIPS MAY BE USED IN
MASON RY/CONC R ETE OR WOOD FRAMING
SUBSTRATE.
Z. FOR WOOD & METAL INSTALLATION
USE ALL FOUR ANCHOR LOCATIONS.
3. FOR CONCRETE INSTALLATION USE 2
ANCHOR LOCATIONS ONLY wrrl-I 3 1/4"
SEPARATION BETWEEN ANCHORS.
3.26 1 "
1,375"
0.625"
3.250"
0.843"
T- 4.000"
MT000022 CLIP
16GA (.063') GALVANIZED STEEL
SEENOTE2 & 3, THIS SHEET,
3.750".
2.189"
1.0)0* — 0 375" 10"
2X 00.210
T-
1.562"
SECT5796 CLIP
FOR WOOD FRAMING INSTALLATION
ALUMINUM 6063-T5.125"TOICK
DESCRIPTIOU DATE I APPROVED
REVISED INSTALLATION DETAILS 06/10/!5 1 R.L.
REVISED ANCHORING NOTES & INSTL DEV 06/07/ 1 7 R.L.
3.750"
1.000" 0.375"
1
0A 22
2.032" 2.575"
0.8 43"
SEC T5796 CLIP 2X 00.2 10"
FOR CONCRETE INSTALLATION
ALUMINUM 6063-T5.125" THICK
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030—U370
5764 — VERTICAL MULLION
83" MULLION SPAN
COMPONENTS
DRAYM; DWG NO.
V. L. OB-01 439
DATE 01/11/12 ISHEET4 OF 4
L. ROBERTO LOMAS P.E.
1432 WOODFORD nD LEWISVILLE, NG 27023
434-688-0609 r1lomasoldantaspaxom
SIGNED: 1011312017
kjlitlll/j/j
0
E N,2 '.-Ip
AAf OF
0
REY R
B
Luis R. Lomas P.E.
FL NEI.: 62514
Florida Building Code OnlineI Page I of 2
7'
51, likag
gw'—'
r' 5Z 117
BOS HDrne Loo in User Registration iot Topics Submit Surcharge Stats Facu Publications I FBC Suff 5CIS Site Map Links Search
d
Product Approval
usdb- ir ER: F ublic User
Product Approval Menu > Product or Application SE&Mt > Applicatlo Us Application Detail
FL. # FL12194-R6
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer Aluminum Coils, Inc,
Address,'Phone/Email 5001 West Knox Street
Tampa, FL 33634
813) 249-9743
grahman@aluminumcoilsinc.com
Authorized Signature Gareth Rahman
grahman@aluminumcoilsinc.com
Technical Representative Paul Frost
Address/Phone/Email 5001 West Knox Street
Tampa, FL 33634
813) 249-9742
PFrost@aluminumcoilsinc.com
Quality Assurance Representative
Address/Phone/Email
Category Panel Walls
Subcategory Soffits
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Handcopy Received
Florida Engineer or Architect Name who developed Zachary R. Priest
the Evaluation Report
Florida License PE-74021
Quality Assurance Entity PRI Construction Materials Technologies, LLC
Quality Assurance Contract Expiration Date 06/19/2020
Validated By Locke Bowden
7 Validattion Checklist - Hardcopy Received
Certificate of Independence FL12!94 R6 COI AL-C15001.3 2017 FBC Evaluation Reoort 04 T
Soffits f-inal.pd
Referenced Standard and Year (of Standard) Standard
AANIA 1402
Equivalence of Product Standards
Certified By
Sections from the Code
Year
2009
http.s://iv\,,,7.floridabuildinQ.org r/pr._app dtl.aspx?parana=wGEVXQNN,-tDqul,-24AUC%2fE... 2/1/2018P
Florida Buildincy Code Online Pac,e 2 of 2
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Date Revised
Summary of Products
Method 1 Option D
09/06/2017
09/06/2017
09/13/2017
12/12/2017
12/15/20.17
FL # Model, Number or Name Description
12194.1 Alumunurn Coils Aluminum Soffit Aluminum soffit panels
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL12194 R6 IT ALCI5001.3 2017 F5C Evaluation Pepo
O T4 Soffi ts fi n a 1. odApprovedforuseoutsideHVHZ. Yes
Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021
Design Pressure; + 601-90 Created by Independent Third Party: Yes
Other: See Evaluation Report for limits of use. Evaluation Reports
FL12194 R6 AE ALCiSO01.3 2017 FBC Evaluation Repo
04 T4 Sciffits final.pd
Created by Independent Third Party: Yes
FEI . -1 FN —1
Contact Us :: 2601 Flair Stone Road, Tallahassee FL 32-9 Phone 850 87-11324
The State of Florida is an AA/EEEO emplDye, Co2yright 2007-2013 State of Flonda, :: Privacy Statemen :: ACCessibilit" sttenner, :: Refund S tatemen -
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
eleam"i-c mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 650.487.1395. wPursuantto
Section 4 55.275(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 on The ernaft provided may be used for official communication with the licensee- However email addresses are public record. It you do not wish to
supply a personal address, please pmvide the Department with an email address which can be made avallablr to the public. To determine it you are a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
LPT—T11 9 1 ==-;; FE M
Cirsdi CF1d
Safe
littps://iv A,-y.floridabuildi-lig.oT- r/pr pp _ap _Ldtl.aspx?param=wGEVXQ,,,-tDquk24AUC%2fE... 2/1/2018
Certificate of Authorization No. 29324REEK17520EdinburghDr
Tampa, FL 33647
TE:C:HN1CAL SERVICES, LLC (813) 480-3421
EVALUATION REPORT FLORIDA BUILDING CODE 6 T" EDITION (2017)
Manufacturer: ALUMINUM COILS, INC. Issued September 1, 2017
5001 West Knox Street
Tampa, FL 33634
813) 249-9743
t,ww alum in umcoilsinc. com
Manufacturing: Tampa, FL
Quality Assurance: PRI Construction Materials Technologies (QLA91 10)
SCOPE
Category: Panel Walls
Subcategory: Soffits
Code Sections: 1404.5.1, 1709.10
Properties: Wind Resistance
REFERENCES
Entity Report No- Standard Year
Certified Testing Laboratories (TST1 577) CTLA 1847VV AAMA 1402 2009
Certified Testing Laboratories (TST1577) CTLA 2076A' AAMA 1402 2009
PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 2009
PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 2009
LimiTATtONS
I . This report is not for use in the HVHZ.
2. Design wind loads shall be determined in accordance with FBC Section 1609.
3. Soffits shall be labeled in accordance with FBC Section 1709.10.
4. Installation of the evaluated products shall comply with this report, the FEC and the manufacturer's
published application instructions. Where discrepancies exist between these sources, the more restrictive
and FBC compliant installation detail shall prevail.
5, Installations shall meet the minimum ventilation requirements of FBC section 1203.2.
6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall
be reviewed by 2 qualified design professional to'ensure the fastener withdrawal meets or exceeds the
minimum load resistance for the project requirements.
7. All products listed in this report shall be manufactured under a quality assurance program in compliance with
Rule 61 G20-3.
ALC15001.3 FL12194-R6 Page I of 3
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK
Technical Services, LILC 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,
ALUMINUI,A COILS, INCCREEKSoffitsARTECHNICALSERVICES, LLC
PRODUCT DESCRIPTIONS
3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for
dimension drawings.
3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for
dimension drawings.
Fascia Preformed nominal 0,019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for
dimension drawings.
16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit R anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full venf
configuration and 11. 1 in 2/1 in,ft and for the 'center vent' configuration. See Appendix D for
dimension drawings.
16" FULL VENT 16" Ca,7ER VEI 12' SOLID P6WEL
12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit R anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent'
configuration and 4.2 in 21, in.ft for the 'center vent' configuration. See Appendix D for
dimension drawings.
17" FULL \04T 1-- Q=147 ER VE-NrT 1;?-N 1Q, PA?q=L
ALC15001.3 FL12194-R6 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 reporl does not express nor imply warranty, installation, recommended use. or other product attributes that are not
specifically addressed herein.
cr-tE EK
TECHNICAL SERVIcEs. LLC
COMPLIANCE STATEMENT
ALUMINUM COILS, INC
Soffits
The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building
Code, 60 Edition (2017) as evidenced in the referenced documents.,.submitted by the named manufacturer.
III fill
cENS
No 74021
STATE 0 F 4,J
4u
0 R
0 N A %
CERTIFICATION OF INDEPENDENCE
2017.09.01
10:06:18
04'00'
Zachary R. Priest, P.E.
Florida Registration No. 74021
Organization No. ANE9641
CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing
products under this evaluation.
CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under
this evaluation.
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products
under this evaluation.
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the
product.
APPENDICES
1) APPENDIX A— Approved Systems (8 pages)
2) APPENDIX B— Installation Drawings (12 pages)
3) APPENDIX C— Design Wind Loads(4 pages)
4) APPENDIX D — Dimension Drawings (4 pages)
ALC15001.3 FL12194-R6 Page 3 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
APPROVED SYSTEMS
ALUMINUM COILS, INC
Soffits
Appendix A
The following notes shall be observed when using the assembly tables below.
1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1404.5.1.
2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below.
3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly.
4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the'rated system.
5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others
in accordance with FBC requirements to meet the minimum design requirements for the project.
6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with
FBC requirements to meet the minimum design requirements for the project.
7. Typical fastening details are as follows:
a. 12" T4 Soffit — 12-inch o.c.
Fastener Fastener
Location Location
b. 12" T4 Soffit — 4-inch o.c.
Fastener Fastener Fastener Fastener
Location Location Location Location
c. 16" Q4 Soffit — 16-inch o.c.
Fast( ' aner Fastener
Location Location
ALC15001.3 FL12194-R6 Page 1 of 8
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid, This evaluation report does not express nor imply warranty, installation, Fecommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES. LLC
d. 16" Q4 Soffit — 8-inch o.c.
Fastener Fastener Fastener
ALUMINUM COILS, INC
Soffits
Approved System Numbers and Definitions
12F:g ApgrovedSysterns for 12-inch Overhang thl'-Channel
12J-Lt Approved Systems for 12-inch Overhang with J-Channel
16F- Approved Systems for 16-inch Ovei hang with F-Channel
16j-# Approved Systems for 16-inch Overhang with J-Channel
24F-It Approved Systems for 24-inch Overhang with F-Channel
24J-# Approved Systems for 24-inch Overhang with J-Channel
Appendix A
Approved Systems for 12-inch overhang with F-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
F-Channel
Substrate Panel Attachment Fascia Cap
Attachment Attachment
Max. One (11) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 318-inch One (1) min. 1 3/4-inch long x
12F-1
16-inch
Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch 0.072-inch dia. x min. 3/16-
inch head dia. trim nail 40.0
24-inch o.c. O.C.
spaced 36-inch o.c.
Max.
Three (3) min. 314-inch x 114-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 314-inch long x
12F-2
16-inch
Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch 48
spaced 24-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2
inch o.c.
12F-3
Max.
Masonry One (1) 14 ga. 518-inch long T nail Wood
One (1) min 3/4-inch x 1/4-inch
crown staple spaced 8-inch o c
One (1) min. I 3/4-inch long x
0.072-inch dia. x min. 1/4-inch 48
116-inch spaced 8-inch o.c.
and securing each panel lap ' head dia. trip nail spaced 48- 64.2
inch o.c.
ALC15001.3 FL12194-R6 . Page 2 of 8
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 w1iich this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein,
CREEK
TECHNICAL. SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 12-inch overhang with JI-Cliannel.
Wall Connection Eave Connection
System Panel MDP
No. Width 11 pso
Substrate
F-Channel
Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
Three (3) min. 314-
inch x 1/4-inch crown
One (1) min. #8 x 112-inch
One (1) min 314-inch x One (1) min. I 3/4-inch long x
12J-1
Max
Wood staples in diamond long x 318-inch head diameter Wood 1/4-inch crovoi staple
0.072-inch dia. x min. 1/4-inch 48
16-inch
pattern spaced 24-
screw spaced 16-inch D.C.
spaced 8-inch D.C. head dia. trip nail spaced 48- 64.2
inch D.C. I connecting soffit to J-channel I I
inch 0.c
Approved Systems for 16-inch overhang with F-Channel
Wall Connection Eave Connection'
System Panel MDP
No. Width pso
Substrate F-Channel
Substrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 18 ga. 114-inch crovin x
One (1) min. 1.75-inch x
16F-1
Max.
Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1 -inch leg staple spaced max.
0.072-inch diameter -
finishing nail with min. 3/16- 53.312-inch spaced max. 8-inch D.C, 4-inch D.C, and securing each
panel lap
inch head spaced
12-inch D.C.
Max Three (3) 18 ga.1/4-inch crown x 11- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-Inch x
0.072-inch diameter
16F-2
12-inch Wood inch leg staples in diamond pattern Wood 11-inch leg staple spaced max.
4-inch D.C. and securing each finishing nail with min. 3/16- 53.3
spaced 16-inch D.C.
panel lap
inch head spaced
12-inch D.C.
Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 318-inch One (1) min. 1 3/4-inch long
16F-3
16-Inch
Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch x 0.072 inch dia. x min.
25.6
inch D.C. D.C.
3/16-inch head dia. trim nail
spaced 36-inch D.C.
16F-4
Max
Wood
Three (3) min. 3/4-inch x 1/4-inch
crown staples in diamond pattern Wood
One (1) rnin 3/4-inch x 1/4-inch
One (1) min, I 3/4-inch long
x 0.072-inch dia. x min. 114- 27
16-inch
spaced 24-inch D.C. crown staple spaced B-Inch D.C. inch head dia, trip nail 36.1
spaced 48-inch D.C.
ALC15001.3 FL12194-R6 Page 3 of 8
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appeiidix A
Approved Systems for 16-inch overhang with F-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width pso
Substrate F-Channel
Attachment, Substrate Pane I A
r
ttachment Fascia Cap
Attachment
One (1) 18 ga. 1/4-inch crown x
One (1) rnin. 1.75-inch x
16F-5
Max
Masonry One (1) 14 ga. 518-inch long T nail Wood 1-inch leg staple spaced 4-inch 0.072-inch diameter
finishing nail with min. 3116- 43.316-inch spaced B-Inch o.c. o.c. and securing each panel inch head spaced
lap
16-inch o.c.
Max. Three (3) 18 ga.1/4-inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x
0.072-inch diameter
16F-6
16-inch
Wood inch leg staples in diamond pattern Wood 1-inch leg staple spaced 4-Inch
o.c. and securing each panel finishing nail with min. 3/16- 43.3
spaced 16-inch o.c.
lap inch head spaced
16-inch o.c.
Approved Systems for 16-inch overhang with J-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width PSO
Substrate J-Channel
Substrate Panel Attachment Fascia Cap
Attachment Attachment
Max Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch
16J-1
16-inch
Wood crown staples in diamond pattern Wood One (1) min 314-inch x 114-inch long x 0.072-inch dia. x 23.5
spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4
L- I I I nail spaced 48-inch o.c.
ALC15001.3 FL12194-R6 Page 4 of 8
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specirically addressed herein,
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 24-inch overhang With F-Channel
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width r Pso
Substrate
F-Channel
Batten Panel Attachment S bbstrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 18 ga.1/4-inch
Nominal 1x2 crown x 1-inch leg
No.2 SYP
staple spaced
Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4-
One (1) min. 1.75-inch x
Max
inch crown x 1-inch
rafter with one each pariel lap inch crown x 1-inch 0.072-inch diameter
24F-1
12-inch
Wood leg staples in 1) min. 2.25-
Wood
leg staple spaced 8- finishing nail with min. 801-90
diamond pattern inch x 7d ring One (1) inin. 1.75-inch inch o.c.
3/16-inch head spaced
spaced 16-inch o.c.
shank nail
x 0.072-inch diameter 12-inch o.c.
24-inch o.c. finishing nail with inin.
3/16-inch head spaced
4-inch o.c.
One (1) 18 g a. 1/4-inch
crown x 1-inch leg
Nomin@I 1x2 staple spaced
One (1) min, 1.5- No.2 SYP 12-Inch o.c. securing One (1) 18 ga. 1/4-
One (1) min. 1.75-inch x
Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch
0.072-inch diameter
80124F-2
12-inch
Wood smooth shank rafter with one Wood
leg staple spaced 8- finishing nail with min. 76.6roofingnailspaced1) 7d x 2.25- One (1) min. 1.75-inch
inch o.c. 3/16-inch head spaced
16-Inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c.
nail 24-inch o.c. finishing nail with min.
311B-inch head spaced
4-inch o.c.
One (1) 18 ga.114-inch
crown x 1 -inch leg
Nominal 1x2 staple spaced
No.2 SYP 12-inch o.c. securing One (1) 18 ga. 114- One (1) min. 1.75-inch x
Max, One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter
80/ 24F-3
12-inch Masonry inch long T nail rafter with one Wood
leg staple spaced 8- finishing nail with min. 76.6spacedB-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch
inch o.c.
3/16-inch head spaced
inch ring shank x 0.072-inch diameter 12-inch o.c.
nail 24-inch o.c. finishing nail with min.
3/16-inch head spaced
4-inch o.c.
ALC15001.3 FL12194-R6 Page 5 of 8
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes (hat are not specifically addiessed herein.
CREEK
TECHNICAL SEF?vjcEs,LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 24-linch overhang with F-Channel
Wall Connection Center Connection Eave Connection
Systern Panel MDP
No. Width Psf)
Substrate
F-Channel
Attachment
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment
One (1) 18 ga.1/4-inch
crown x 1 -inch leg
Nominal 1x2 staple securing the
No.2 SYP
nailer of each female
Three (3) 18 ga. 114- anchored to lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x
24F-4
Max
16-inch Wood
inch crovoi x 1-inch
leg staples in rafter with one 16-inch o.c. securing
each panel lap Wood
inch crown x 1 -inch
leg staple spaced 8-
0.072-inch diameter
finishing nail with min. 801-60
diarnond pattern 1) min. 2.25-
inch x 7d ring inch o.c. and securing 3116-inch head spaced
spaced 16-inch o.c.
shank nail One (1) rnin. 1.75-inch each panel lap 16-inch o.c.
24-inch o.c. x 0.072-inch diameter
finishing nail with min.
3/16-inch head spaced
4-inch o.c.
One (1) 18 ga.1/4-inch
crown x 1-inch leg
staple securing the
Nominal 1x2 nailer of each female
One (1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 114- One (1) min. 1.75-inch x
Max. inch x 11 ga. anchored to 16-inch o.c, securing inch crown x 1-inch 0.072-inch diameterr24F-5
115-inch
Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60
roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced
16-111ch O.C. inch ring sh@nk One (1) min. 1.75-inch each panel lap 16-inch o.c.
nail 24-inch o.c. X 0.072-inch diameter
finishing nail with min.
3/16-inch head spaced
4-inch o.c.
ALC15001.3
k; I ;
w
FL12194-R6
6 of 8
s eva uaL on report is provided lor State 01 rioncla product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC ofany 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 otherproductattributesthatarenotspecificallyaddressedherein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 24-Inch overhang with F-Channel
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width I Pso
Substrate
F-Channel
Attachment
Batten Panel Attachment Su'bstrate P anel Attachment Fascia Cap
Attachment
One (1) 18 ga.1/4-inch
crown x 1-inch leg
staple seCUring (lie
Nominal 1x2 nailer of each female
No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x
Max; One (1) 14 ge. 518- anchored to 16-inch o.c. securing I nrh crown x 1 -inch 0.072-inch diameter
24F-6
16-inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60
spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced
inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c.
nail 24-inch o.c. x 0.072-Inch diameter
finishing nail will) min.
3116-inch head spaced
4-inch o.c.
ALC15001.3 FL12194-RG 7 of 8
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout (lie duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICF S, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 24-inch overhang with JI-Channel
Wall Connection Center Connection Eave Connection
System Panel MDP
No Width Pso
Batten
J-Channel
Attachment
Batten P anal Attachment Substrate Panel Attachment Fascia Cap
Attachment
Nominal 1x2 No.2
SYP scabbed
between rafters with one (1) 18 ga.1/4-
one (1) min. 2.25- inch crown x 1-inch
Nominal 1x2 inch x 7d ring shank leg staple spaced
No.2 SYP Three (3) 18 nail straight -nailed 12-inch o.c.
anchored to ga.1/4-inch crown through the rafter securing each panel
One (1) 18 ga. 1/4-
One (1) min. 1.75-inch
24J-1
Max. rafter with one x 1 -inch leg
into the end of (lie
batten or two (2)
lap
Wood inch crown x 1-inch x 0.072-inch diameter
finishing nail with min. 6012-inch 1) min. 2:25-
inch x 7d ring
staples in diamond
pattern spaced 16- min. 2.25-inch x 7d One (1) min. 1.75- leg staple spaced
8-inch o.c. 3/16-inch head spaced
shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c.
24-inch o.c. nailed on either side diameter finishing
of the batten at nail with rnin. 3116-
each battenlrafter inch head spaced
intersection, Max. 4-inch o.c.
rafter spacing is
24-inch o.c. .
Nominal 1x2 No.2
SYP scabbed One (1) 18 ga.1/4-
between rafters with inch crovoi x 1 -inch
one (1) min. 2.25- leg staple securing
Nominal 1x2 inch x 7d ring shank the naller of each
No.2 SYP Three (3) '18 nail straight -nailed female lock or
One (1) 18 ga. Y,
anchored to ga.1/4-inch crown through the rafter spaced 16-inch o.c.
inch crown x 1-inch One (1) min. 1.75-inch
24J-2 Max. rafter with one x 1 -inch leg into the end of the securing each panel
leg staple s )acedr
x 0.072-inch diameter
16-inch 1) min. 2.25- staples in diamond batten or two (2) lap Wood
8-inch o.c. and finishing nail with min. 53.3
inch x 7d ring pattern spaced 16-
min. 2.25-inch x 7d
ring shank nails toe- One (1) min. 1.75- securing each panel 3/16-inch head spaced16-Inchshanknail
24-inch o.c.
Inch o.c.
nailed on either side inch x 0.072-inch lap o.c.
of the batten at diameter finishing
each batten/rafter nail with rnin. 3/16-
intersection. Max. inch head spaced
rafter spacing is 4-inch o.c.
24-inch o.c. I I
ALC15001.3 FL12194-R6 8 of 8
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC ofany product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICFs, LLC
System No. I Installation Detail
12F-2
3/4" X 1/4"
CROWN, STAPLES
USING A DIAMOND
PATTERN I
1-3/4" TRIM NAIL
I'" CHANNEL CAN BE PAINTED S.S. 48"
INSTALLED WITH THE O.C.
NAILING FLANGE UP 0
DOWN
WOOD
SUBSTRATE
ALUMINUM COILS, INC
Soffits
Appetidix B
3/r RUVEEN
OPEN RAFItR
SOFFIT STAPLE
DIAMOND PAT7ERN
210- KNEEN/ '
DETAIL
rACIA BOARD
StAPLES /
ASCIA CAP
3/4" X 1/4- CROWN
STAPLE "8" ON CENTER
SOFFIT-niax. 12-inch span
1 -3/4" TRIM NAIL
PAINTED S..
SOFFIT
FACIA BOARD
FASCIA CAP
3/4" X 1/4"
CROWN STAPLE
SQFFIT &_.FASQA
DETAIL
ALC15001.3 FL12194-R6 Page 2 of 12
This evaluation report is provided for State of Florida product approval under Rule 131G20-3. 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.
LCREEKliTLCHNICALSr-RVJCES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
INSTALLATION
Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and n7axin7um design pressures limitations.
System No, [ Installation Detail
Win. 3/" head di j_ nall with ,Irw. 1-.wl
1'.i0eill"Ilt(for Wood Substrate) or
m1n. 0.097" di-s. T-wdl or st.,A, 7mil
Uh 1111n. 5/0" concretm
or block tubv rlate), spacec.1 as notsd
abov,.
ASCIA SLIP BOARD
FASCIA TRIM
12F-1 & \-
SOFFIT (OVERHANG WIDTH VARIES)
12F-3 \-"F" CHANNEL
or Slack Wall
STAPLE SOFFIT TO
rFASCIA BOARD #T50
I I A.] Z//"'
P-11
3/8" X 3/8" STAPLE
16" O.C.
FASCIA LIP 1/4"-/
PAINTED S.S.
1 /4-" TRIM NAIL
MIN. 5 NAILS PER '12' PIECE
SOFFIT & FASCIA DETAIL
ALC15001.3 FL12194-RG Page 1 of 12
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 throuqhout the duration for vd)lch 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,
12J-1
CREEK
TECHNICALSERVICES.11-1—C
No. I Installation Detail
OPEN RAFTER
3/4' X 1/4' CROWN STAPLE -24-
ON CENTER USING A DIAMOND PATTERN
1-3/4' 7RIM NAIL
Vi-h One I I) PAINTED S.S. 48
1/2"' " 3/8' 11:.'Yi 0 . C.
diampLar screw,
I S 11 0, C.
WOOD OR BLOCK
SUBSTRATE
SOFFIT—Inax. 12 irldl span
ALUMINUM COILS, INC
Soffits
Appendix B
APLESOFFITS1
DIAMOND PATTERN
FACIA BOARD PETWEV41
I'DETAI.
ASCIA CAP
3/4' X 1/4 CROWN
STAPLE *8' 014 CENTER, )-3/4" TRIM NAIL FACIA BOARD
PAINTED S.S.
rASCIA CAP
3/46 X 1/4" 71 CROWN STAPLE
so
SOFFIT- & -FASCIA
DETAIL
AL015001.3 FL12194-R6 Page 3 of 12
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, recommencled use, or other
product attributes that are not specifically addressed herein.
CREEK
TECI-INICAL SERVICF-S, LILC
Systern No. I Installation Detail
141345/5"7-Noi
16F-1
IGF-5
MASONRY—
SUOSIRATE
ALUMINUM COILS, INC
Soffits
Appendix B
I I" TRIM NAI ,,—FASCIA 0OARO
PAINTED S. —\I A —FASCIA CAP
RAFTER I I V 'A'-- I-Xj" CROWN STAPLE
1 ASUA BOARO
SOFFIT & FASCIA
OETAIL
FASCIA CAP; REFER
T6 SOFFIT & FASCIA
MAX, 16'
ALC15001.3 FL12194-R6 1 jI Page 4 of 12
This evaluation report is provided for State of Florida product approval under Rule 6IG20-3. The manufacturer,! shall notify CREEK Technical Services, LLC ofany 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 riot specifically addressed herein.
CREEK
rECHNICAL SERVICES, LLC
Svstern No. Installation Deta I
1,1111. S/0" head dia. nall With, Inill.. 11W1
e.11116,9ement. (for Wood or
rd.b. 0.09V1 cl_tcf T-nnil or '7'tub'rv il
WiLh 5/%0' Onoagemont(for- oncreLa
oi. blac),
above.
ASCIA SLIP BOARD
FASCIA TRIM
SOFFIT (OVERHANG WIDTH VARIES)
16F-3
F" CHANNEL
STAPLE SOIFI,T TO
FASCIA BOARD #T50
3/8" X 3/B" STAPLE
16 " 0. C.
FASCIA LIP 1/4"
PAINTED S.S
1 3/4" TRIM NAIL
MIN. 5 NAILS PER 12' PIECE
SQFFIT & FASCIA DETAI
ALUMINUM COILS, ING
Soffits
Appeiidix B
ALC15001.3 FL12194-R6 Page 5 of 12
This evaluation report is provided for State or Florida product approval under Rule 61 G20-3. The manufacture rs hall 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.1not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
System No. I Installation Detail
16F-4
3/4* X 1/4*
CROWN STAPLES
USING A DIAMOND
PATTER14
1-3/4" TRIM NAJ
r' CHANNEL CAN BE PANTED .S. 413"
INSTALLED WITH THE 01C. NAILING FLANGE UP 0
DOWN
WOOD
SUBSTRATE
OPEN RAP7ER
rACIA BOARD
FASCIA CAP
3/4- X 1/4' CROWN
STAPLE W ON CENTER
SOFIFIT- 26-inch spaii
ALUMINUM COILS, INC
Soffits
Appendix B
SOFFIT STAPLESTMUS
DIAMOND PATTERN
i'DETAIL
StAPLES
I-S/4" TRIM NAIL
PAINTED S.S.
SOFnT
FACIA 130ARU
FASCIA CAP
3/4' X 1/4"
CROWN STAPLE
SOFFIT &. EASCIA
DETAI
ALC15001.3 FL12194-R6 Page 6 of 12
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout [lie duration for which this report Is valid. This evaluation report does' ot express nor imply warranty, installation, recommended use, or other
product attributes that are not specIfically addressed herein.
ALUMINUM COILS, INCCREEKSoffits
TECHNICAL SERVICES, LLC
Appei-ldix B
System No. Installation Detail
1 ?" TRIM IJAIL FASCIA BOARD
PAIIJTEIJ S.S.
FASCIA CAP
SOFFIT
OPEN RAFTER
1"4' CROW?; STAPLE
FASCIA BOARD,
1"4' (Rowl
STAPLES SOFFIT FASCIA
16F-2 &
USIIIG A DIAMOND
PATIERN; REFER TO—\ DETAIL
SOFFIT STAPLE
16F-6 DIAMOND PATTERN
DETAIL Q -----L—FASCIA CAP: REFER
TO SOFFIT Ir FASCIA
CHAIMEL--"""'
DETAIL
SOFFIT; IIAX. 16"
SPO
SUBSTRATE
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001.3 FI-12194-136 Page 7 of 12
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
ALUMINUM COILS, INCCREEKSoffits
TECI-INICAL SERVICES, LILC
Apperidix B
System No. Installation Detail
OPEN RAFTER
1/0; PETVM-N SOFFIT, STAPLE
T
TWUS
DIAMOND PATTERN
1-1 IDETAILjFACIABOARD _310. WTWEENI
WPM
3/4" X CROWN STAPLE "24'
ON CENTER USING A DIAMOND PATTERN FASCIA CAP
L
16J-1
3/4" X 1/4- CROWN
STAPLE "B" ON CENTER 11—,3/4' JTRIMNMAIL FACIA BOARD
CHANNEL 1-3/4 TRIM NAJ PAINTED S.S.
PA114TED S.S. 48" FA CIA CAP
D.C.
3/4- X f/4"
CROWN STAPLE
WOOD OR BLOCK
SUBSTRATE
50FEIT FASCIA
Q ETAI L
ALC15001.3 FL12194-R6 Page 8 of 12
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes [hroughout the duration for wl-iich this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
I - TRIM NAIL FASCIA BOARD
PAINTED S,S.
STAPLES--\
FASCIA CAP
USING A DIAMOND
sorra
PATTERN: REFER TO
SOFFIT STAPLE
CROW14 STAPLE
DIAMOND PATIMN
UET AIL
I 7RIM NAIL FASCIA BOARD
PAINTED S.S.
SOFFIT FASCIA
24F-1 &
DETAIL
24F-4 )..q- a PILE
I ASCIA CAPI REFER
10 SOFFIt & FASCIA
DETAIL
No ;not VW" SYP
Anthored to 3113'
SOFFIT: MW 24"
F-CIIANNEL FIR(le's with one 7d
Mpg Shank Wil at
woon SUBSTRATE-
evtry Roller
SOFFIT STAPLE
DIAMOND PATTER14
ALC15001.3 FL12194-R6 Page 9 of 12
This ev@luati - on report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
ALUMINUM COILS, INCCREEKSoffitsITECHNICALSERVI[CEs, LLC
Appendix B
System No. Installation Detail
FASCIA BOARD1IRIMHAIL
ROO
FASCIA OF
F NAILS SOFFIT
CROWN STAPLE
I -I' SMOOTH SHANK
I TRIM NAIL
PAINTED S,S,
FASCIA BOARD
SOFFIT 9, FASCIA
24F-2 & DETAIL
24F-5
CROWN STAPLE
FASCIA CAP, FIEFER
TO SOFFIT L FASCIA
Nominal I'X2' SYP
VE FAIL
S .1len Anchored It SOFFIT; IIAX 2V
F-CHANNEL a iffvrs 0h one Id
Ring Shark flail RI
WOOD SUBSTRATE—
every Rader
ALC15001.3 FL1 2194-R6 Page 10 of 12
This evaluation repoi I is provided for State of Florida product approval under Rule G 1 G20-3. The manufacturer shall notify CREEK Technical Services , LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other
product attributes that are not specifically addressed herein.
VICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
rlltl VAIL FASCIA BOARnITRIMNAIL
PAIN7EFrEft S.1146AT-IIAILS
SOFFIT
FASCIA CAP
SOFFIT
CROWN STAPLE
I TRIM NAIL FASCIA BOARD
PAINTED S.S.
24F-3 &
SOFFIT FASCIA
DETAIL
24F-6 I"x CROWN STAPLE
FASCIA CAPj IIEFER
TO SOFFIT & FASCIA
DETAIL
flominol I`xV SYP
F-frIANNEL --- - --
Barren Anthored to SOFPIT: MAX. 21,"
Rallers with one 7d
Ring Shan I, flail at
Y Rifler
MASONRY—
ALC15001-3 FL12194-R6 Page 11 of 12
This evaluation report is provided for State of Florida product approval under Rule 6IG20-3. 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 eVaklatiCln report does not express nor imply warranty, installation, recommended use, or other
product attributes [fiat are not specifically addressed herein.
ALUMINUM COILS, INCCREEKSoffits
rrCHNICAL SERVICES, LLC-
Appetidix B
System No. Installation Detail
I J" TRIM HAIL FASCIA BOARD
PAINTED S.S1
1",I* (pow"
STAPLES FASCIA CAP
01116 A DIAMOND
PATTERN; REFER TO
50FTIT
OPFIS T STAPLE
61AM PATTERNOND
CAHTILEYERE0
RAFTER
J"Xj' CROWN STAPLE
DETAIL
F'AS1 A BARD
SOFFIT FASCIA
I TRRI 14AIL
PAWIEU S.S. DETAIL
24J-1 &
r-Xj' CROWN STAPLE
FASUA24J-2 CAP: REFER
TO SOFFIT & FASCIA
DETAIL
I I'A 2- SYP bpllens 0
bbn,l rollom nn jX SOFFIT', MAX, 24" 3/U'
J-01ANNEL ured with one (1) 7d ring
nhnnk mil sPilghl—ind
It mph the nitter Into the end
WOOD SunTRATE— a; the LIPIlan or two (2) ?d
ring 61,ank ri,,11 tbe-niilled on
Other vidw, of 1119 brithini ot In.
tratteriftone, Intemecil-
SOFFIT STAPLE
014PIOND PATTERN
ALC15001.3 FL12194-R6 Pacie 12 of 12
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEKtlTECHNICALSERVICE's. LLC
DESIGN WIND LOADS
ALUMINUM COILS, INC
Soffits
Appendix C
The following tables provide design wind loads for components and cladding in accordance with Section 1609 of the FBC and ASCE 7-10 under the following
provisions:
1 . Wind speeds for risk category 1, 11, 111, and IV buildings shall be as, defined in Section 1609 of the FBC.
2. Exposure B, C, and 1) shall be as defined in section 1609 of the FBC.
3. Design wind loads are provided only for walls/soffits with a mean roof height less than or -equal to 60-ft.
4. All calculations are based on an effective wind area of I O_f,2 or less.
5. Topographic factors puch as escarpments or hills have,been excluded from the analysis.
6. Wind directionality factor, Kd = 0.85
7, V,,It is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1609.1.3 of the FBC.
8. Projects with rnean roof heights greater than 60-ft shall be evaluated by a licensed design professional.
9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whicheveris
smaller, but not less tilan either 4% of the least horizontal dimension or 3-ft,
ALC15001.3 FL12194-R6 11no a
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein,
CREEK
TECHNICAL Sl:RVICES, LLC
ALUMINUM COILS, INC
Soffits
Appeiidix C
Des I n. Wi nd, 0 ressu res, for: So If i ts 1 h kpo sil t6 a
Bulldlng.-1' one,'i-
M ea
He lit' fql
mph)".j'
I 6 , b, 0
20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42,2 46.8
25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8
30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 4.6 8
4
40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8
50 19.5 22.9 26.5 30.5 34.7 39,1 43.9 48.9 54.1
Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8
Negative
Loads)
20 20.8 24.4 28.3 32.5 37.0 41 7 46.8 52.1 57.8
25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8
30 20.8 24.4 28.3 32 5 37.0 41.7 46.8 52.1 57.8
5
40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7
50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8
60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1
20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
25 10.8 12.7 14.7 16.9 19.2 21.7 243 27,1 30.0
30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
4
40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5
50 12.5 14.7 17.0 19.5 22.2 25.1 1 28.1 31.3 34.7
Enclosed 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4
Positive
Loads)
20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
25 10,8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
30 10.8 12.7 14.7 1 16.9 19.2 21.7 24.3 27.1 1 30.05
11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5
50 El 2.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34,7
60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4
ALC15001.3 FL12194-R6 Page 2 of 4
This evaluati'an report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix C
Des igh,Wind, Pressu res! fo(,.Sof rit iwExl)qsqre C:f,,',"::,',,,,',,-,,'!--"'"i,,,,,',c.,;.,e,,',,,,,"",::,"",:!:,.".,,
j,mean-
Roof
eig
4 B asi Wind Speed- p h)t,`i
Or. 70 go
20 21.7 25.4 29.5 33.8 38.5 43.5 48 7 54.3 60.2
25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8
30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5
4
40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5
50 26.2 1 -30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9
Enclosed
60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5
Negative
Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3
25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6
30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.05
40 30.9 36.3 42.1 48.3 54.9 62,0 69.5 77.5
80.9
85,8
50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9
60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2
20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5
25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3
4
30 15,1 17.7 20.6 23.6 26.9 30.3 34.0 37 9 42.0
40 16.0 18.8 21.8 25.1 28.5 32.2 1 36.1 40.2 44.5
50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7
Enclosed
Positive
60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4
Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5
25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3
5
30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0
40 16.0 18.8 21.8 1 25.1 1 28.5 32.2 1 36.1 1 40.2 44.5
50 168 19.7 22.9 26.3 29.9 33-7 1 46.7
60 17!4 20.5 23.7 27.2 31.0 35.0 1 39.2 43.7 48.4
ALC15001.3 FL12194-R6 Page 3 of 4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance change's throughout the duration for which this report is valid. This evaluation report do6s not express nor irnply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix
Design Wind P essurbs for$6 fitsln.-Bposuee,'D vj
Y p
Z
m an,
P9 f
H hf:(ft). 2D,'-
4,
15 P"
t 7 T" .'4"z
20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2
25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74 9
1 -27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5
4
40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 61.6
50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76 6 84.9
Enclosed
60 31.5 42.9 49.3 56.1 63.3 70,9 79.0 87.6Negative
Loads) 20 32.1 37.7 43.7 60.1 57.0 64.4 72.2 80A 89.1
25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4
30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.75
40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7
50 1 -37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.13
60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108,1
20 16.7 M5 22.7 26.0 29.6 33.4 37.5 41.7 46.3
25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0
30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.74
40 18.8 22.1 25.6 29A 33.4 37.8 42.3 47.2 52.2
50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4
Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1Positive
Loads) 20 16.7 19.5 22.7 26.0 29,6 33.4 37.5 41.7 46.3
25 17.3 20.3 23.6 27.0 30.7 34.7 38.9 43.3 48.0
5
30 17, 21.0 24,3 27.9 31.8 35.9 40.2 44.8 49.7
40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 472 52.2
so 19.6 23.0 26.7 1 30.6 34.8 39.3 44.1 49.1 54.4
1 1 60 20.2 23.7 27.5 1 31.6 1 35.9 -1 40.5 1 45.4 50,6 56.1
ALC150011.3 FL12194-RG 4 of4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVIcEs. LLC
3/8" F-Channel
3/6" F-
3/8" J-Channel
ALC 15001.3
3/4"
8" HEM
3/4"
3YD'
FL12194-R6
ISOMETRIC VIEW
3/8' PROFILE
ISOMETRIC VIEW
3/0" PI?UFILE
ALUMINUM COILS, INC
Soffits
Appendix D
I of 4
This evaluatton report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurande changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
Fascia
CREEK
TEcI-INIC.AL SERVICES, LLC
1/8" HEM
5 3/4"
7/81, j —",
6"FASCIA
7" BLANK
1/4"
ISOMETRIC VIEW
ALUMINUM COILS, INC
Soffits
Appendix D
ALC15001.3 FL12194-R6 Page 2 of 4
This evaluation report is provided for State of Florida product approval under Rule GIG20-3. The manufacturer shall notify CREEI< Technical Services, LLC ofany product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or Other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
12" T4 Soffit
3 1/8" 7/8" 3 1/8" 3 1/8"
5/16"
112" 1/2" 1/21, 1/2"
HE'LL
0115'T'r
13.75" BLANK
3/8" PROFILE
1015, PlEr
END OF REPORT
ALUMINUM COILS, INC
Soffits
Appendix D
ALC15001.3 FL12194-RO Page 4 of 4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does'.'not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
ALUMINUM COILS, INCCREEKSoffits
TECHNICAL SERVICES, LLC
Appendix D
16" Q4 Soffit
1115" QLANKI
S / 8 PROHLE
T P
b
ALC15001.3 FL12194-R6 Page 3 of 4
This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein,
Florida Building, Code Online Pacye I of 2
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Proju Approval
Eiz. P iCPR- bus . lic User
Prodult Annormal Msnu > Product or Applicatiol Search > Applicatior Lis > AppliCation Detail
FL FL17147-R2
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/Phorie/Email
Authorized Signature
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Address/Phone/Email
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Validated By
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
Huber Engineered Woods LLC
1092S David Taylor Drive
Suite 300
Charlotte, NC 28262
704) 548-5442
kurt.koch0ahuber.com
Kurt Koch
kurt.koch@huber.com
Ken W. Hix
1446 Hwy 334
Commerce, GA 30530
706) 336-3041
ken.hix@huber.com
Walker Campbell
1446 Hwy 334
Commerce, GA 3053D
704) 562-1053
walker.campbeli@huber.com
Structural Components
Products Introduced as a Result of New Technology
Evaluation Report from a Product Evaluation Entity -
IAPMO Uniform Evaluation Services LLC.
PFS Corporation
10/01/2018
IAPM0 Uniform ES
FL17147 R2 C01 Cer' tificate of InderendencA for Evaluation.pd
Standard Year
ICC-Evaluation Service AC310 2015
Approved Evaluation Entity
https:IINN,wA l.floridabuildin-a.orolprlpr_app_dtl.aspx?param=wGEVXQ-A,-tDq-\,Co'DEapiIlBdS... 2/1/2018
Florida Building Code Online Page 2 of 2
Product Approval Method Method 1 Option C
Date Submitted 10/20/2017
Date Validated 10/20/2017
Date Pending FBC Approval
Date Approved 10/25/2017
Summary of Products
FL # Model, Number or Name criptionFD--
17147.1 ZIP System (R) Wall Sheathing ZIP System (R) Wall Sheathing
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL17147 R2 II ZIP Sheathing Install Manual-2013.pdf
Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC
Impact Resistant: No Created by Independent Third Party:
Design Pressure: N/A Evaluation Reports
Other: limited to structural aspects of panel FL17147 R2 AE ESR-1474 (2),I)d
FL17147 R2 AE ESR1474.Ddf
17147.2 ZIP System (R) Wall Sheathing Combination Wall Sheathina and Water Resistive Barrier
Limits of Use Installation Instructions
Approved for use in HVHZ- No FL17147 R2 11 FL17147 ZIP Sheathino -install Mlanual-
2013.pdApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No Verified By: IAPI-10 Uniform Evaluation Services LLC.
Design Pressure: N/A Created by Independent Third Party:
Oth er: Evaluation Reports
FL17147 R2 AE E1553 R0544 Huber Enoineered Woods
ILC.pdfj
EE F.—e7.t
Contact Us :: 2601 Slai, Stone Road r Tallahassee FL 32399 Phone: 850-487-1624
The State of Florida is an ANEEO employer. Copyright 2007-2DI3 State D, Florida. :: Privacy Statemen :: Accessibilitv Statemen ;: Refund Statement
Under Florida law, email addresses are public records, If you do not want your e-mail address released in response to Z public -records requiest, 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 650.4S7.1395. -Pursuant to
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Chapter 455, ES., please click here .
Product Approval Acceptsi
M n 9S ER M
G-_d-rt Caid
safe
https:ll-,,N,w.floridabuilding.c)rc,lprlpr_app_dtl.aspx?paraiii7—wGEVXQN7,TtDq-,7CO'DEapillBdS... 2/1/2018
ZIP Systernl'Roof & Wall SheatNng
INSTALLATION MANUAL
Contents
02 ZIP Systemli Sheathing Installation On Roofs
03 ZIP System" Tape installation -
Roof Panel Seams
04 ZIP System" Tape installation -
Roof Panel 8eams (continued)
05 Roof Covering Installation Instructions
06 ZIP SystemO Roof & Wall Sheathing Installation
07 ZIP System" Tape Installation - Panel Seams
ATTENTION: This installation guide is intended to provide general
information for the designer and end user. The following guidelines
will help you safely a nd property install the ZIP System' Roof & Wall
wall sheathing. We urge you, and anyone installing this product, to
read these guidelines in order to minim, ize any risk of safety hazards
and to prevent voiding any applicable warranties. This manual is
a general installation guide and does not cover every installation
condition. Proper installation shall be deemed to mean the most
restrictive requirement specified by Huber Engineered Woods (HEVIV),
local building code, engineer or architect of record or other authority
having jurisdiction. You are fully and solely responsible for all safety
requirements and code compliance. For additional information contact
Huber Engineered Woods LLC.
ZIP System' Roof & Wall Sheathing Safety Guidelines
Follow all OSHA regulations and any other safety guidelines and safety
practices during installation and construction.
Use approved safety bells and/orharnesses or otherfall protection equipment.
Install ZIP System Panels and tape only in dry conditions and on dry sunaces.
Do not install in rain, snow, frost or other slippery conditions. '
Wear rubber -soled or other high -traction footwear while installing ZIP System
sheathing in a roof application. Do not wear footwear with wom soles or heels.
Ensure the roofing surface is free from oil, chemicals, sawdust, dirt, tools,
electric cords, air hoses, clothing and anything else that might create a
tripping hazard.
Install temporary toe boards along tile ZIP System sheathing roof surface.
What Is ZIP System' Roof & Wall Sheathing?
ZIP System Roof & Wall sheathing is code -recognized as a wood structiral
panel, rowing underlayment (ICC-ES ESR-1473), waler-resistive barrier
and air barrier (ICC-ES ESR-1474). ZIP System Roof & Wall sheathing
has a built-in moisture barrier that lets you say good-bye to building paper
or housewrap on the walls and felt paper on the roof.* Simply install the
panels, tape the seams, and you have a structural wall sheathing, water -
resistive barrier and air barrier or a structural roof sheathing and roofing
undedayment all from one product.
ZilApsystem TIVI
df ROOF & WALL SWATHING
FASTER. TIGHTER. ENERGY EFFICIENT.
08 ZIP Systern`, Roof & Wall Sheathing - Window
Installation Flanged W"indows & Brick Mould Windows
09 ZIP System" Roof & Wall Sheathing - Window
Installation Brick Mould Windows (continued)
10 ZIP Systemz Roof & Wall Sheathing -
Penetration Openings
11 ZIP Systerng Roof & Wall Sheathing
Installation Details
12 ZIP System, Roof & Wall Sheathing
Installation Details (continued)
ZIP System Roof & Wall sheathing can be used with a range of exterior
ciaddinas and roof coverings. Approved wall coverings include brick,
vinyl, stone, wood fiber cement, wood and cedar shakes, traditional hard
coal stucco and specified drainable EIFS applications, however it is
not recommended for use with adhesively attached EIFS. Approved roof
coverings include asphalt -fiberglass shingles, metal tiles and panels, clay and
concrete tiles, slate and slate-tvpe shingles and wood shakes and shingles.
Follow all cladding and roof cove rino,manufactu re rs installation instructions.
ZIP System Row & Wall sheathing can be used on buildings of Type
III (Roof Applications ONLY) and Type V construction and construction
permitted under the IRC.
ZIP System Roof & Wall Sheathing Includes:
ZIP System sheathing panels with built-in moisture barrier with preprinted
fastening and tape guides
ZIP System tape
Storage and Handling
Set panel stack on three supports (stickers) to keep off the ground.
Outdoors, cover panels loosely with waterproof protective material.
Anchor covers on top of the stack, but keep away from sides and bottom
to assure good air circulation.
In high moisture environments, cut banding on the panel stack to prevent
edge damage.
ZIP System Roof & Wall Sheathing Notes and Limitations:
Do not use on roofs with slopes less than 2/12.
Do not use abutted against general stone or masonry without providing a
minimum of a 1/2" gap.
Do not install ZIP System tape in temperatures less than 20' F
ZIP System products are not recommended for manufactured housing
applications that are built under a federal building code administered by
the U.S. Department of Housing and Urban Development (HUD).
Do not use panel edge clips (H-Clips) With ZIP Systern Roof &Wall sheathing
without expressed written approval from Huber Engineered Woods. —
Do no" use ZIP System 'tape to permanently seal around circular roof
projections (plumbing vents, pipes, curved walls, etc.)
Contents (continued)
Wall Coverings
ZIP System Roof & Wall sheathing should be covered with the finished
roof covering or exterior cladding within 180 days of installation.
Finished ' roof and exterior cladding products should be installed per
the manufacturer's installation instructions.
Per the recommendation of the Western Red Cedar Lumber Association
and the U.S. Forest Products Laboratory, wood siding should be primed
be -lore installation.
When original roofing or claddings are removed and replaced on existing 21P
System sheathing, the roof or wall should be covered with an additional
roofing undedayment or water resistive barrier prior to installation of the
new finished roofing or cladding.
Nole: In cladding systems requiring multiple layers of water -resistive barriers,
like traditional hard -coat stucco, ZIP System sheathing is intended only to
replace the first layer.
Wet Blown Cellulose Insulation
In addition to following manufacturer installation instructions, we recommend
a maximum moisture content of the cellulose of, less than 25% measured at
the inside sunace of the ZIP System panel before closing the wall cavity.
Secondary Coatings
Do not apply secondary coatings or treatments to ZIP System Roof & Wall
sheathing panels with the exception of 'the following:
HEW approved fire resistant coatings. Fire resistant coatings must be
tested and approved by HEW for use with ZIP System panels.
Field applied water-soluble borate insecticide or fungicide treatments
applied to the non overlay side of the panel. See technical tip, "'Termite
Treatments on ZIP System Roof & Wall Sheathing," on zipsystem.corn for
more information.
Permeable laminated radiant barrier foil or paint. For a radiant barrier foil or
coating to be considered permeable, it must have an applied permeance of
five perms or greater as tested by the ASTIVI E 96 wet cup standard. For a
radiant floil, the permeance evaluation would include any adhesive and/or
backer used to laminate a foil. For a radiant paint/coating, the permeance
evaluation should be conducted at the applied thickness of the paint/coating.
ZIP SvsteTri Pool and kklall sheathing replaces only tine first layer in mulli underlayriall systerns.
Edge support is nut reqjired by coole wqtI-. 1,2 (3;116 span rated) and 5?8 (411.20 span raledl performance ralepory sheathing H the frarning does not exceed 24' o.c.
and the total load does no: exceed 9333 Pat for V2 and 156 psl lot 518 parforrance calegories. This is based on U180 deflection criteda to,- total load.
ZIP System"' Roof & Wall Sheathing Installation Manual
rnlr l
A r4
ZIP System"" Sheathing Installation on Roofs
Overview: ZJP System Roof & Wall sheathing is composed of 21P System panels and 21P System seam sealing tape, ZIP System, Roof & Wall Sheathing
panels should be fully installed before the seam sealing tape is applied. In ceneral, the ZIP . System roof sheathing panels should be installed from the lowest point
on the roof to the highest It is at the discretion of the installer whether to apply tape from the top down or from the bottom up. However, working from the highest
sections of the roof and working down Vill minimize foot traffic on the tape. The following installation steps are presented as guidelines and a general oudine of
the installabon process. These are manufacturer installation recommendations — please visit zipsystem.com for a library of flashing and installation details. You are
fully and solely responsible for all safetyrequirements. Good construction and safely practices should be followed at all times.
Step 1.
Ensure that the panel surface is dry and clean of any nails, sawdust, or
other debris or protrusions prior to installing or walking on the panels.
After ensuring compliance with all OSHA and local code safety
guidelines, install ZIP System sheathing panels with the moisture
barrier surface facing outside. The long edge (8') should be oriented
perpendicular to the framing members, and panels should be installed
with the 4' edge seams staggered a minimum of 24'.
1/8' spacing between square edges of all adjacent panels is recommended,
in accordance with industry stlandards for wood sheathing. (T ongue &
Groove panels are designed to self -space and do not require manual
spacing on the 8' edges.)
Step 2.
Ensure that ZIP System panels span at least three framing members and
a framing member supports the entire 4'edge of the panels.
Fasten the ZIP System Roof & Wall sheathing panel to the framing
members with code approved fasteners spaced at the appropriate
edge and intermediate spacing. It is the responsibility of the general
contraclorto verify properfaslener type and spacing priorto installation.
Apply the fasteners 3/8" from the panel ends and comers.
An ideal installation would be where fastener heads are flush with the
panel surface. However, due to variations in materials and limitations
on equipment, this may be difficult to achieve in some situations. It
is not required to tape over overdriven fasteners unless the fastener
head creates a hole through the entire panel thickness. Please see
the technical tip, "Overdriven Fasteners in ZIP System Roof and Wall
Sheathing," for more information.
Step 3.
Install temporary toe boards as necessary when applying the ZIP System
sheathing panels up 'the slope of the roof planes.
8' Panel Edges
Ila,
the unique edge profile is
designed' to accommodate
incremental panel
expansion and does not
require manual gapping
along 1he 8'edges.
4'PanelEdges
Ila,
Maintain 1/8' space
where 4! adoes meet.
Unique edge profile is on
8' edges only.
r__VTM1
AN
ZIP System'" Tape Installation - Roof Panel Seams
Apply ZIP System tape after all ZIP System Roof & Wall sheathing panels are fully fastened to roof -framing members. Only ZIP System tape should be used to
seal the seams of ZIP System panels. Ensure that the panel surfaces are dry and free of any nails, sawdust and other debris, or protrusions. Avoid stepping
on tape in high temperature environments. ZIP System tape is a contact tape that requires pressure for an adequate seaL
Step 1.
Apply ZIP System tape to every vertical and horizontal panel seam. It is
at the discreJon of the installer whether to apply tape f rom the top down
or from the bot tom up. However, working from the highest sections of
the roof and working down will minimize foot traffic on the tape.
Ensure that the tape is centered over the seam within +/- 1/2" to provide
adequate coverage and to ensure that wrinkles in the tape are minimized.
Ensure that Tape lengths are continuous across the 8' horizontal edge
of the panels. If splices are unavoidable, create an overlapping splice
of at least 3'. Apply moderate pressure onto the surface of the tape to
ensure a secure bond between the panel and the tape,
Use ZIP System ta ' De gun or tape roller to apply pressure to the tape
and smooth out any wrinkles.
Take special care to remove any voids and/.or'trapped air at splice
areas and T-Joints.
Step 2.
For valley areas of framing, we recommend you use 6" wide ZIP System
tape. This tape is wider than panel seam Tape and is designed to give you
optimal protection in valley areas.
Starting from the bottom and working your way up, apply one continuous
piece of 6" tape so that the center of the tape is over the valley seam.
Use the tape gun or Tape roller to apply pressure to the tape to ensure
proper contact with the panel and to eliminate any wrinkles that might
have occurred in the tape. Take special care to seat tape completely
into the valley.
Note:
It is important to pay extra attention to valley taping as water is
directed toward the valleys during rain events.
Self -adhering ice and water barriers may be required by code. ZIP
System tape is not considered a replacement for self -adhering ice
and water barriers. Therefore, when self -adhering ice and water
barriers are required, they should be installed in addition to ZIP
System tape.
M011111 "MONAMR..- 4 5g
tit g 22i
ZIP System' Roof & )LIVall Sheathing Installation Mianual
MM
Lr-Al"
ZIP System' Tape Installation - Roof Panel Seams (continued)
Step 3.
If 6" ZIP System tape is not available, use hvo continuous pieces of 3.75'
ZIP System panel seam tape over the entire lanoth of the valley seam,
overlapping the pieces on the valley seam by at least 1 ".
Starting from the bottom, install the first piece of tape overlapping the
valley seam by at least 1 ".
Use the tape gun or tape roller to apply pressure to the tape to ensure
proper contact with the panel and to eliminate any wrinkles that might
have occurred in the tape.
Apply the second piece of tape, overlapping the first piece in the valley
seam by 1".
Repeal use of the tape gun or roller to make sure the tape is adequately
adhered and 'Lightly pressed into the valley seam.
Note:
It is important to pay extra attention to valley taping as water is
directed toward the valleys during rain events.
Self -adhering ice and water barriers may be required by code. ZIP
System tape is not considered a replacement for self -adhering ice
and water barriers. Therefore, when self -adhering ice and water
barriers are required, they should be installed in addition to ZIP
System tape.
Step 4.
To provide temporary weather protection to roof/wall intersections
of dormers or other wo:)d-sheathed projections, apply 2" of the tape
width up the vertical projection from where it intersects with the roof.
The remaining tape width can be adhered to the ZIP System roof
sheathing panels.
Use the tape gun or tape roller to apply pressure to the mpe and smooth
out any wrinkles.
Step 5.
Install 21P System tape over hips and ridges by centering the tape over
the peak seam. Apply tape in sulficient length to completely eMend the
length of the hip or ridge.
Starting from the lowest point of the hip and working up, press tape into
place keeping tape centered over the hip. Apply moderate pressure
onto the surlace of the tape to ensure a secure bond between the -panel
and the tape -
Cut ridge tape as required for ventilation prior to installing ridge vent.
Step 6,
Tape over toe board nail holes once the -ice boards are removed, working
from the highest toe boards to the lowest,
First piece
af tape
overtap
Second piece
D'IaPe
W
Roof Covering [nstalgation Instructions
ZIP System Roof & Wall sheathing is a code recooni2ed sheathing and undarl2VTlent and is approved for use with the following roof coverings:
Asphalt -fiberglass Shingles
Metal Roofs (shingles and panels)
Clay Tile
Concrete Tile
Slate and Slate -type Shingles
Wood Shingles
Wood Shakes
When installing roof coverings, follow applicable codes and manufacturer's suggested instructions. Some roof coverings require a slip -sheet in addition to
conventional underlayment. Where slip -sheets are required, they should be installed over ZIP System sheathing panels.
Note: Visit zipsystem.com for updates and installation details.
Asphalt -fiberglass Shingles
Apply asphalt shingles directly to ZIP System sheathing. For roofs with a slope of 2/12 or greater but less than 4,112, additional underlayment may be required.
Install asphalt-fiberoiass shingles according to applicable codes and manufacturer's installation instructions.
Metal Roof Coverings
Metal roof coverings may be applied to ZIP System sheathing provided that the roof covering manufacturer's installation instructions and applicable
codes are followed.
Fasteners u.sed_to secure the 7IP'System Roof & Wall sheathing panels to supporting frarning must be compatible with the specific metal roof covering
used. Galvanized fasteners'shall be used with galvanized roof coverings, aluminum -zinc coated fasteners shall be used with aluminum -zinc coated roof
coverings and 300 series stainless steel fasteners shall be used with copper roofs. Stainless steel fasteners are acceptable with all metal roof types.
In addition, metal roof flashing shall also be made of a material compatible with the specific metal roof covering used. Apply metal shingles on roofs with
slopes of 3/12 or greater.
Clay and Concrete Tile Roof Coverings
ZIP System Roof & Wall sheathing is intended to replace the first layer in a two -layer or multi -layer underlayment system. When installing clay or
concrete tile root coverings, follow the installation recommendations of FRSA/TRI 07320. Install tile roofs according to applicable codes and manufacturer's
installation instructions.
Slate and Slate -type Shingles
Apply Slate and slate -type shingles on roofs with slopes of 4112 or greater, Install slate and slate -type shingles according to applicable codes and m2nuffacturer's
installation instructions.
Wood Shingles
ZIP System Roof & Wall sheathing is intended to replace 'the first layer of underlayment required by the IBC and/or the IRC. Additional layers of underlayment
may be required by code depending on the local climate. Apply wood shingles on roofs with slopes of 3/12 or greater. Install wood shingles according to
applicable codes and manufacturers installation instructions.
Wood Shakes
ZIP System Roof & Wall sheathing is intended to replace the first layer of underlayment requi. ed by the IBC and/or the IRC. Additional layers of underlayment
may be required by code depending on the local climate. ZIP System roof sheathing is not to be construed as a replacement for interlayment. Apply wood
shakes on roofs with slopes of 4/12 or greater. Install wood shakes according to applicable codes and manufacturer's installation instructions.
ZIP System' , Roof & Wall Sheathing Installation Manual
MID
ZIP System"D Sheathing Installation on Walls
Overview: ZIP System Roof & Wall sheathing is composed of ZIP System panels and ZIP System seam sealing laP2. ZIP System" Roof & Wall Sheathing
panels should be fully installed before the seam sealing tape is applied. The following installation steps are presented as a general outline of the installation
process. These are manufacturer installation recommendations — please visit zipsystem.com jor a library of flashing and installation details. You are fully and
solely responsible for all safety requirements. Good constriction and safety practices should be followed at all times.
Step 1. Install ZIP System Roof & Wall sheathing panels positioned
with the water -resistive barrier facing outside. The panels may
be installed with the long side of the panel oriented either
horizontally or vertically to the framing members. Walls that are
designed to resist lateral shear forces and sheathed with wood
structural panels typically require solid framing or blocking behind
all panel edges. If oriented horizontally, block horizontal joints if
wall is designed for bracing or as a shear wall.
1/8" spacing between square edges of all adjacent panels is
recommended in accordance with industry standards for wood
sheathino installation.
8'PanelEdges PanelEdges. 4'PanelEdges
irol
The unique edge profile is
designed to accommodate
incremental panel
expansion and does not
rea , uire manual capping
along the 8'edges.'
Step 2. Fasten the panels to the framing members with code approved
asteners. Space fasteners 6" o.c. along supported edges and 12"
o.c. at intermediate supports, unless othenvise specified by local
code or the designer of record. It is the responsibility of the general
contractor to verify proper fastener type and spacing prior to
installation. Apply the fasteners 3/8" from the ends and corners.
An ideal installation would be where fastener heads are flush with
Ithe panel sunace. However, due to variations in materials and
limitations on equipment, this may be difficult to achieve in some
situations. It is not required to tape over overdriven fasteners
unless the fastener head creates a- hole through the entire panel
thickness. Please see the technical tip "Overdriven Fasteners in
Zip System Roof and Wall Sheathing," on zipsystem.com for
more information.
Maintain 1.18" space where
8' panel edges meet 4!
panel edges. Unique edge
profile does not provide
the full 118' recommended
space in this situation.'
N?laintain 1/8' space
where 4' adoes meet.
Unique edge profile is on
S' edges only.*
M
ZIP System7' Tape Installation - Wall Panel Seams
Apply ZIP System tape after all ZIP System Rool , & Wall sheathing panels are fully fastened to wall -framing members. Only ZIP System tape should be used
to seal the seams of ZIP System panels. Ensure that the panel surface is dry and tree. of sawdust and dirt prior to taping. ZIP System tape is a contact
tape that requires pressure for an adequate seal.
Step 1. Tape all seams using ZIP System tape. Ensure that the tape
is centered over the seam within +/- 1/2" to provide adequate
coverage and that wdinkles in tape are minimal.
Use the ZIP System tape gun or roller to apply pressure to the tape
and smooth out any wrinkles.
Step 2. Wherever tape splices oc cur at a horizontal or vertical seam, create
an overlapping splice of at least 3".
At T-joints, the tape pieces should overlap by at least 1'. Apply
moderate pressure onto the surface of the tape to ensure a secure
bond between the panel and the tape.
Use the ZIP System tape gun or roller to apply pressure to the tape
and smooth out any wrinkles.
Take special care to remove any voids and/or trapped air at splice
areas and T-joints.
Step 3. Tape inside and outside comer seams,
eam
I
Note: Tape over any areas of the panel or tape that are damaged during construction.
ZIP System- Roof & Wall Sheathing Installation Manual
ZIP System - Window Installatio n D15CLAIUER: The following steps repres3r t S oenaral overviewtort the proper installation of wndowflashing. Please deferio!consult
the installation in.struz-fions of your wind3w manufacturer as wall as cooe reouiremen_ in vomir jurisdiv.ion to, full installation details.
Flanged Windows
1. Fasten the ZIP System sheathing
to the wood frame and install
ZIP System tape to all wall panel
seams. as detailed in sections i
02 and 03.
2. ZIP System tape may be used as pan flashing if
installed in accordance with flanged window
installation details posted on zipsystem.com.
Other adhesive -based flashing tapes (must meet RN
ICC-ES Acceptance Criteria for Flashing Materials
AC148)) may be used as pan'flashing if installed
per ASTM 2112-07. Apply the flashing to cover
the bottom of the opening, overhanging onto the
sheathing by at least 2" and extending a minimum
of 6" up each jamb.
Apply sealant around inside face of mounting
flange. Sealant must be gapped at the sill
to permit drainage. Install and level window per
manufacturer's installation instructions. Verify
sealant compatibility with window manufacturer -
When using ZIP System tape as pan flashing,
butyl, 100-% silicone or polyurethane sealants
are acceptable. Do not use latex or other water -
based sealants.
4. Cut two pieces of ZIP System ta-pe or another
adhesive -backed flashing tape (must meet ICC-
ES Acceptance Criteria for Flashing Materials
AC148)) and apply to each of the window jamb
flanges, ensuring the jamb flashings -overlap the
sill flashing.
Once the tape is in place, use the ta ' pe gun or roller
to seal the flashing to the sheathing-
M
I
1%
5. Cut a length of ZIP System tape or another
Ohesive-backed flashing tape (must meet ICC-
ES Acceptance Criteria for Flashing Matedals
AC1 _48)) and apply to the header, ensuring that
the Ilashing overlaps the jamb flashings.'
Once the tape is in place, use the tape gun or roller
to seal the flashing to the sheathing.
DO NOT tape bottom flange.
6, From the interior, apply low-oressu polyurethane
foam (for windows) between the rough opening
and the window frame. (Caulk sealant compatible
with the sill flashing may be used at the sill if the
opening between the sill flashing and window
is 'too narrow to allow the use of low-pressure
polyurethane foam.)
When using ZIP System tape, butyl, 100%
silicone or polyurethane sealants are acceptable.
Do not use latex sealants with ZIP System tape. If
using ancthler flashing tape, follow the flashing
manufacturers recommendation in selecting a
sealant compatible with that flashing.
Brick Mould Windows
1. Fasten the ZIP System sheathing
to the wood frame and in 'tall
ZIP Sysiem tape to all wall panel
seams, as detailed in sections
02 and 03.
2. If recommended by the window
manufacturer, cut a strip of wood
to function as a back dam at the
sill. The wood strip should have
a length equal to the width of the
rough opening and a height and
width of, at least 1/2". Position the
block at the inside edge of the
window frame.
ZIP System - Window Installation
Brick h1lould Windows (continued)
3. ZIP System tape may be used as pan flashing 4
installed in accordance with brick mould window
installation details posted an zipsystem.com.
Other adhesive -based flashing tapes (rT ust meet
CC-E:S Acceptance Criteria for Flashing Materials
AC148)) may be used as pan flashing if installed
per ASTMI 2112-07. Apply the flashing to cover
the bottom of the opening, overhanging onto the
sheathing by at least 2" and extending a minimum
of 6" up each jamb.
we-
LMAMA
DISCLAIMER: The folbxing, siaps repesehl _a peneralovewiewforzhe proper hsiallation 311\0nJow 11ashing. Flia2ss defeiloic*nsull
the installaticii instruc:tions Df vour wind3w rnanufaciur5r as wail as c"de requiremenis in your jurisdtfi3r, lo, full installalion de.21S.
4. For veftical jambs, cut ZIP System tape or another
adhesive -backed flashing tape (must meet [CC -
ES Acceptance Criteria for Flashing Materials
Ensure that theycoverthe entire inside off 'the rough
AC1 48)) and apply to each of the wiindow jambs,
opening as wall as overlap onto the sheathing by N
at least 2". Flashing shall also extend above the
rough opening, such that it will project V beyond - - - - - -
the exterior trim of the wiindow.
Once the tape is in place, use the tape gun or roller
to seal the flashing to the sheathing.
5. Apply sealant to jambs and header allowing for
drainage at the sill in accordance with window
manufacturers installation instructions. When
using ZIP System tape, use a butyl, polyurethane
or 100% silicone sealant. Do not use latex or
other water -based sealants with ZIP System
tape. When using another flashing tape, follow the
flashing manufacc-turer's recommendations in
selecting a sealant compa tible with that flashing.
6. Install and level window per manufacturer's
installation instructions.
7. Cut a piece of rigid head -flashing so that when
installed, it is flush with the edges of the exterior
moulding of the window. Apply a bead of sealant
to the back and bottom surface of the rioid
head flashing. Use sealant recommended by the
flashing manufacturer.
8. Secure the rigid head flashing to ZIP System
wall sheathing.
J;
9. Cut a length of ZIP System tape or another
adhesive -backed flashing tape (must meet ]CC -ES
Acceptance Crileria for Flashing Materials (AC1 48))
and apply to the rigid head flashing, ensuring j_;
that the adhesive-bacl<ed flashing overlaps the i".
jamb flashings.
Once the tape is in place, use the tape gun or rol.,
to sail the flashing to the sheathing.
10. From the interior, apply low-pressure polyurethane
foam (for windows) between the rough opening and
the window frame. (Caulk sealant compatible with
the sill flashing may be used at 'the sill if the opening
between the sill flashing and window is too narrow
to allow the use of low-pressure polyurethane foam.)
4WhenusingZIPSystemtape, butyl, 100% silicone
or polyurethano sealants are acceptable. Do not
use latex or other water -based sealants with ZIP
System tape. If using another flashing tape, follow
the flashing manufacturer's ecommendation in
selecting a sealant compatible with that flashing.
ZIP Sysiem' Roof & Wall Sheathing Installation Manual
Mi"M
ME
ZIP System - Penetration Openi ngS DIS1111ER: he follovino steps represent a general overt4E%., lor the proper installation of penetration flashing. Please defer tol,:)Mlt
your ccode requirements in your junadi-lion 101 Iij[l installation details.
W E=- -,Et T
11 p._ T-
i. A, -- T.—Ts
21l' _S -A ThPi1 . IL
F-1 — -TE11E
5-1 $-=OLMRZ- R7—LOCI
ALL ASSEMBLY
71P S YSTENIS W.LL S iEATHIW
WOOD OR LT. Gk ME AL STUDS
1r,lWCH GAP RECOIAM.ENDEO AT
PANE. EDGES UNI_ESS
o7MERWISE PROVIDE BY
MACHINED PROFILE3E'DGES —
NSTALL ZID SYSME JPTAPE OR
ADHESWE BACKED FLASH114C (MUST
MEET ACI 4) IN SEQUEN CE FIRO-M
SOTTOL', SIDE& 7HEN TOP TO
ENSURE. SHINGLE LAP OF ADHESIV
BACKED FLASHING
ZIP SYSTEMZ,TAQ_ 1INSTALLED
OVER ALL JOR,"IS 04 ZIP SYS
WALL SHEA THINC-,.
OVERLAP TAPE A MINIMUM OF
WNCH A7,NUT-J011qS
LISEFLINGE ELECTRICAL
WIXES OF. MEMBRANE FLASHING
0 pp 0 4DEPLAWGES FOR
F, ECT PJC.%L BOX _S_
WALL ASSE I'My
ZIP SYSTEM.51VALL SHEATHING
OOD OR LT. CA. METAL STUDS
GAP RECOMIMENDED AT
P;J4EL EDGES UNLESS
0 T =- VVIS PR-DIADED EYiRE
1, — ACHINED PROFILED EDGES
INSTALL ZIP SYSTEIA0 TAP OR
ADHESIVE BACKED FLASJ=flNr :MIUST
111EET AC!48jl IN SEQUENCE FROM
B _)"' SIDES,THiN TOP TOOTT' ENSURE SHUGLE Lk- OF ADHESIVE
BACKED FLASHING —
ZIP SYST EW.7APE !INSTALLED
OVEIR ALI JOINTS It, 219 SYSTEM--
1..'ALL SHEATHING). -
OV—=RLAP TAPE A IANM4AA SP
1,41,1-CH A7k L T-JOINT S —
USE FLANGED VENT HOODS ---------
plwn
is
ZIP System Sheathing Installation Details on Walls — visit zipsystem.com for more details.
V,W! L ASSEIVISLY
VINYLMOODIFIBER CEMENT SIDING
INSTALLED IN ACCORDANCE WITH
CLADDING MIANUFACTURER*S
INSTIALLATION RECOIMAENDATIONS)
ZJP SYSTEMS WALL SHEATHING
WOOD OR LT. GA. MIETAL STUDS
TOP EDGE OF FLASHING TAPED TO
WALL SHEATHING WITH ZIP SYS—,tM&
TAPE OR ADHESIVE BACKED
FLASHING. (MUST MEETAC148)
CODE APPROVED FLASHINCI
FOUNDATION
ONS 'Ev 1. 1c=*_1.D-cE M" H
INSTALLATION'
OR; 7. Q m Al s-
1641 CH C -.0041.4= DFr KT
PANEL ED*FS UN - ESS
O_'= PwIs. PF"',= By
MACMNeDPR0Fj_ DMGES—
CV R P
E_k !NC I
OVERL P 71- 'A MIRIVj"14 om
4NCII,7 ALI T.JOINTS
GkP AT
EDG s U.LESS
ITT, i VAS PRO11:!= BY
I'NED PROFI ED EDGES —
FASTEN ZIP SyS-,tfjC VA I
SHEATHINC ArS R-,7jr= BYO LOCAL
S:LMN CODE
WALL ASSEMBLY
BRICK VENEER
AIR SPACE (AS PRESCRIBED BY
LOCAL BUILD114G CODE)
ZIP SYS1 21,i,1D WALL SHEATHING
WOOD OR LT. GA. METAL STUDS
TOP EDGE OF FLASHING TAPED
WITH ZIP SYSTEM-5 TAPE OR
ADHESIVE BACKED FLASHING.
MUST MEET AC148) —
CODE APPROVED BASE
FLASHING
WEEP HOLES (AS PRESCRIBED
BY LOCAL BUILDING CODE) —
WALL ASSE1,131Y
bRI VENEER
AIRSPZE (AS ESCRIBED BY
LOC"L BUILDIM! _OC I
ZIP SYSTEM,', WALL SL7I El.;H G
WQ`D OR LT Gk IA J'Cs
APi
T INCH Gh -COMMENCED AT I7r_
PANEL j "-'JlDGESUNZ5
OTHEIRVAISE PROVIDED BYM,k_HJNE0 PROFII 0 By N
2fP TAPE (INSTALLED
a R A.M. JOINT$ IN ZIP SYSTEM
WALL SHEATHING-1,
0'`ERI AP TAP= A MINUUM OF
I-INCHATALL
1,T-INCH GAP REDC MVENLIED T
PA EDGE, U.' SS
CT MS= PROVIDED BY
111AC:MNED PROMEO
FASr=N ZIP SYS"EM6 %,'ALL
S-I=AT'. 01C AS REOUIRED By
R-CORO OR
5'ILDING CODE
I
Note: For optimal air leakage reduction. all untaped edges of the panels can be caulked, gasketed or sealed with a weather stripping material.
ZIP System', Roof & Wall Sheathing Installation IVIanual
ZIP System Sheathing Installation Details on Walls (continued)
WALL ASSEMBLY
BRICK VENEER
AIR SPACE (AS PRESCRIBED BY
LOCAL BUILDINIG CODE)
7JP SYSTEM@ WALL SHEATHING
WOOD OR LT. GA. METAL STUDS
TOP EDGE OF FLASHING TAPED
WITH ZIP SYSTEM n TAPE OP
ADHESIVE BACKED FLASHING.
MUST MEET AC148) —
CODE APPROVED FLASHING
WEEPS (AS PRESCRIBED BY
LOCAL BUILD-ING CODE),
STEEL LINTEL
INSTALL WINDOW IN
ACCORDANCE WITH DETAILS
24A-21AD OR 25A-25D
WALL BEYOND
WALL ASSEMBLY
CODE APPROVED CLADDING
INSTALLED IN ACCORDANCE WITH
CLADDING MiANUFACTURER'S
INSTALLATION RECOMMENDATIONS)
EXTERIOR RIGID INSULATION
DRAINAGE PLANE (MIN. Ys")
ZIP SYSTEM,R) WALL SHEATHING
WOOD OR LT. GA. METAL STUDS
TOP EDGE OF FLASHING —1 APED TO
WALL SHEATHING WITH ZIP SYSTEMD
TAPE ORADHESIVE BACKED
FLASHING. (MUST MEET AC148)
CODE APPROVED FLASHING
FOUNDATION
WALL BEYOND
BACKDAM PER WINDOW
MANUFACTURER'S INSTALLATION
RECOMMENDATIONS
INSTALL CODE -RECOGNIZED
SILL/PAN FLASHING IN ROUGH
OPENING PRIOR TO W114DOW
INSTALLATION.
TOP EDGE OF FLASHING TAPED
WITH ZIP SYSTEMOD TAPE OR
ADHESIVE BACKED FLASHING.
MUST MEET AC148)
WEEPS (AS PRESCRIBED BY
LOCAL BUILDING CODE)
CODE APPROVED FLASHING
WALL ASSEMBLY
BRICK VENEER
AIR SPACE (AS PRESCRIBED BY
LOCAL BUILDING CODE)
ZIP SYSTEM@ WALL SHEATHING
WOOD OR LT. GA. METAL STUDS
Note; For optimal air leakage reduction, all untaped edges of the panels can be caulked, gasketed or sealed with a weather stripping material.
Florida Buildm'gy Code Online Paae I of')
P
ION
13CIS HoMe Log in User RegiStrabon HotTopics submitsurcharge Stats & Facts i Publications Fac Staff BCIS Site Map Links Search
plproduct Approval1USER: Public UserdrDIPr
Product, Approval Menu Pmduct or Aonlica' tign Search > ApoNcation L:,s,, > Application Detail
FL FL7006-RIO
Application I ype 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 7
Product Manufacturer IKO Industries, Ltd
Add ress/Phone/ Email 40 Hansen Road South
Brampton, NON-U5 L6W 3H4
708) 496-2800 Ext 200
rmetzOOI@tampabay.rr.com
Authorized Signature Robert Metz
rmetzOO1@tampabay.rr.com
Technical Representative Bob Metz
Address/Phone/Email REMCO of Pinellas
456 Avila Circle NE
Saint Petersburg, FL 33703
727) 776-5261
rmetzOO1@tampabay.rr.com
Quality Assurance Representative Don Shaw I
Address/Phone/Email IKO Industries LTD
120 Hay Rd.
Wilmington, DE 19808 -
717) S79-6706
don.shaw@iko.com
Category Rooflng
Subcategory Asphalt Shingles
Compliance Method Certification Mark or Listing
Certification Agency FM Approvals - CER
Validated By Locke Bowden
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
AST M El 08 2011
Equivalence of Product Standards
Certified By
https://w-w-,v.floridabuildinc,.orc,/pr/pr pjtl.aspx?param=wGEVX-Q-w-tDqse7mYBd2b'K... 2/6/2018
to -- _ap -1
Florida Building Code Online Page 2 ofZ
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 Descriptio
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 - f9-26-
2017) from FM,pd[ Approved for use outside HVHZ: Yes
Impact Resistant: N/A FL7006 R 10 C CAC Le+er - ASTM D3462 letter - (0-2-6-
2017).odDesignPressure: N/A
Other; FL7006 RIO C CAC Letter - ASTM E108 letter - (9-26-
2C)17)_pdf
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 RJO II TKO-1 S7-02-01 Let"ter - Installation
Ins,ructions for FBC r-L7006.rdf
Verified By: Duc T Nguyen 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
7006.2 ip and Ridge 12 Cap This is a 12" x 12" fiberglass asphalt shingle used to cover
the hip and/or ridge of an asphalt shingle roof system
manufactured at IKO's Kankakee, IL, Toronto, Ont. and
Brampton, Ontario plants.
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: Yes FL7006 RIO C CAC AST M D 3462 - Shincle letter
Surveillance Audit Location - (6-28-2017`i.odApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A Fl_7nQ6 RIO C CAC Letter - ASTM D3161 letter - (9-26-
2017) from Fll.odfDesignPressure: NIA
Other: FL7006 R10 C CAC Leftei - ASTM D3462 letter - f9-26-
2017).od
FL7006 R1 0 C CAC Lette'r - ASTPI E103 letter - f9-26-
2017).od
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL1006 RIO 11 Hio and Ridge CaD :;hincle Installation
fristructions.od
FL1006 R10 11 IKO-187-02-01 Letter - Installation
In.s'ruc' tjons for FBC-FL7006.odf
Verified By: Duc T Nguyen PE 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
7006.3 F ea dng Ed.ge Plus Asphalt Shingle One piece Fiberglass asphalt shingle used as a starter strip at
tarter tripSi the bottom of a roof system manufactured in Brampton and
Hawkesbury, Ontario plants
Limits of Use Certification Agency Certificate
Approved for -use in-HVHZ: Yes FL7006 RIO C CAC Letter - ASTM D316'11 letter - '9-26-
20 ) from FM.LdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3467 letter - (9-26
20171.DdfDesignPressure: N/A
Other: FL7006 R10 C CAC Letter - ASTM E108 letter - (9-76-
2017)od
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 P-10 11 IKO-187-02-01 Le—.L-r - Installation
Instructions for FBC FL7006.od
FL7006 R10 11 Roofina-Products-Leadinc-Edcie-Plu5;
Aoplicaton-ENW.odf
Verified By: Duc T Nguyen PE 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
https://NN-w-w.floridabuildina.orc,/pr/T)r p - PC, . _ap __dtl.aspx9 aram=wGEV--KQ,,-,,tDqse7mYBd2b')K... 2/6/2018
Florida Building Code Online Page ') 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, 1L 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 Let -ter - ASTM D311 61 letter - (9-2c-
2017) from FM.Ddf
FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-25-
201,71.od
FL7006 P, 0 C CAC Letter - ASTM El 08 letter - (9-26-
2017).od
Quality Assurance Contract Expiration Date
12/20/2020
Installation Instructions
FL7006 RIO !I 1KO-187-02-01 Letter - Installation
Instructions -for FBC FL7006.odf
Venried By: Duc T Nguyen 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
Contact Us:: 2601 Blair Stole Road, Tallahassee Fl- 323-- Phone: S Q-87-924
The State of Ronda IS an AoViEED employer. Copyright 2007-2013 State of ' F)orjda. :: Privacy Statemen :: Accessibility Stat,rnen :: 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
1actr'nic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact S50.467.1395. -P—art to
Sa i.n 455.275(l), Florida Statutes, effective October 1, 2012, licensees licansed under Chapter 455, F.S. must provide the Department with an e-.Jl address if
they have one. The emaits provided may be used for official communication with the licensee. However email addresses are public record. Ifyou do not wish to
supply a personal addra, 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;
C mdt C a r d
safe
https://-w-w-w.flo r a 3 - n r/P _ pp_dtl.aspx9param=z-,NTGEVXQ-w-tDqse7mYBd2bK... 2/6/2 0 18
M
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) IK0 Laminated Shingles Application Instructions
EN -Laminated Appins 8TTEFS-2012-04—reformafted 2013-02-rev07/13-Florida)
3) IKO Hip and RiJge 12 Application Instructions
EN-H ipand Ridge 1 2_3HRTri-2013-08 — reformatted 2013-08)
4) IKO Leading Edge Plus Shingle Application Instructions
EN-3LEP-Tri-2012-06—reformatted 2013-03)
5) ASTM D3161 Test Report (FM Approvals Project No. 3040947)
The attached instructions should be used in conjunction with the published manufacturer's application
instructions and applicable code. In the event the instructions conflict, these instructions shall govern.
Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not
have nor plan to acquire a financial interest in any company manufacturing or distributing products for which
the test reports are issued.
X
Signed: Signed
Date:
Brad Grzy bb(qdski
Managing rector
October 27, 2017 Date
Attachments: A) IKO Shingle Application Instructions - 3-Tab
B) IKO Laminated Shingles Application Instructions
C) IKO Hip and Ridge 12 Application Instructions
D) IKO Leading Edge Plus Application Instructions
IKO-1 87-02-01
Duc T.--Nc
Florida R7e-g1!9T- fessional Engineer
P.E. Number: 65034
October 27, 2017
PRIConstrucfiontAate alsTechnolooies,LLC. 6412BadoerDrive Tampa,FL33610 Te1:813-621-57777 Fax:813-621-5M e-mail: matedalstesting@pricml,com WebSite:http:!'m%%pricmLcom
IKO
Installation Instructions for
Asphalt Shingles
Page 2 of 5
11'<0 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.
NA ' ILI NG: 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. Sea(down each
shingle at time of application with three T' diameter (approx. size and thickness of a quarter) spots of asphalt
plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle.
Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles
should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the
heat of direct sunlight.
EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8"
STEEP SLOPES
V'3- A V2, 4,
SEALING
NAILS NAILS
DO NOT NAIL INTO OR ABOVE THE SEAUNG STRIP
PRJ Copstruction Materlais TecNiologies, U-0. 6412 Badger Drive Tampa, FL 33510 Tel: 813-621-5577 Fax: 813-621-5340 e-mail: materialstesting@pricmtom WebSite: hftp;Amm,.PriCmt00m
IKO
Installation Instructions for
Asphalt Shingles
Page 3 of 5
11<0 Laminated Shingles Application Instructions
ASTM D3161, Class IF — Cambridge, Cambridge HID, and CRC Biltmore AR)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKOIS PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC.
UNDERLAYMENT: Applied in accordancewith building code requirements. For areas where the roof slope is
less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code
requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping
each preceding course by 19" or otherApproved 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 CO2ted) roofing nails, 11 or 12 gauge, with at least 318" diameter heads, long
enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8"
below the top edge, approx. 1 " and 13" in from each end. Drive nails straight so that nail head is flush with,
but not cutting into shingle surface.
NAILING ON STEEP SLOPES: For steep slopes of 2 1 " per foot (60') or more, use 6 nails per shingle placed
asshownbelow. Ensure that no nail is within 2" of ajoint/cutout of the underlying shingle. Sealclowneach
shingle at time of application with three 1 " diameter (approx. size and thickness of a quarter) spots of asphalt
plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle.
Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles
should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the
heat of direct sunlight.
EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8".
NAILING - STEEP SLOPES APPLIC.ATION
Use six naiis asshown.
7 3,'B"
V.
NAIL LINE
N--
FOPER APPLICATION REQUIRES THAT THE NAILS PENETRAT E BOTH TKE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE.
PH Constructon Matefials Technologies, LLC. 6412 Badger D6ve Tampa, FL -33610 Tel: 813-621-3-77 Fax: 813-621-5840 e-mail: m@tada(stesfing@pdcmLcom WebSite: http:,INNJW.p6c:mt.com
IKO
Installation Instructions for
Asphalt Shingles
Page 4 of 5
IKO Hip and Ridge 12 Application Instructions
ASTM D3161, Class F — lK0 Hip and Ridge 12)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTiON WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
Cut hip and ridge shingles into thirds, using.the perforation marks as a cutting guide. These shingles are
designed for a 5 1/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has
been factory trimmed on a 1 " (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5
5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8"(130 mm).
Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge
pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end
opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional
effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2
pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see
diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be
covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for
easierbending.
NOTE: 8HINGLES MUST BEAPPLIED PROPERLY. THEYARE DESIGNED FOR USE AS HIP AND RIDGE
SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO
RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POORAPPLICATION OR FAILURE TO
PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER
VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW
ALLAPPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR
TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS.
TAPER CUT
PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FIL 33610 Tel: 81M21-577 Fax: 813-621-5840 e-mail: materialstesting@p9cmt-com WebSila: http:fl%m,,v.pri.CmLC0m
IK0
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 IKOIS PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required.
2. Each 39 3/8" x 13 1/4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for
separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to
separate.
3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately
20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the
factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves
by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75
mm to 100 mm) from the eave edge and 1" (25 mm) in from each end.
4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge
with the factory installed sealant adjacent to the outer edge of the roof, The shingle should overhang
the rake edge by a nomin211/4" (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 314" (20
mm) into boards, Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm). from
the eave edge and approximately I" and 13" (25 mm and 330 mm) in from each end,
6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install
the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles
should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to
the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle.
7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first
course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way,
the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and
help keep them from lifting in high winds.
PRI Construction Matehals Technologies, LLC. 64, 2 Badger Crive T ampa, FL Z361 0 Tel: 81 3-621-5—W Fax: 813-621-5340 e-mail: materialstesting@pricrnt,com WebSitee: hftpiltVAAV.pdcMt.com
Flon'da Buildinc, Code Online Page 1 of 2
I-
pgmREOR, rz,
z'
BCIS Hanne Log in 3 User Registration Hot Topics SubMit Surcharge StatS Facts Publications FBC Staff BCIS Site Map Links Sisai-ch i
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Produ,t Approval Menu > Produc'or Application Saa h > Anplicattion Lis > Application Detail
FL #
Application Type
Code Version
Application Status
Comments
Archived -
Product Manufacturer
Address/Phone/Emall
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Testing Lab
Quality Assurance Entity
Quality Assurance Contract Expiration Date
Validated By
Certificate of Independence
FL2346-R7
Revision
2017
Pending FBC Approval
Warrior Roofing Manufacturing
30SO Warrior Road
Tuscaloosa, AL 35404
205) 553-1734 Ext 115
Steven gWanriorRoofing. net
Steven Crew
Steven@WarriorRoofing.net
Steven Crew
3050 Warrior Road
Tuscaloosa, AL 35404
205) 553-1734 Ext 1024
Steven@WarriorRoofing.net
Steven Crew
3050 Warrior Road
Tuscaloosa, AL 35404
205) 553-1734 Ext 1024
Steven@WarriorRoof'ing.net
Roofing
Underlayments
Test Report
PRI Construction Materials Technologies, LLC
Keystone Certifications, Inc.
10/05/2021
esus Gonzalez, P.E.
Validation Checklist - Hardcopy Received
FL2346 R7 COI PRI CMT Cert of IndeDendence.od
Referenced Standard and Year (of Standard) Standard
ASTM D226
ASTM D4869
Year
2009
2016
Equivalence of Product Standards
Certified By Approved Testing Lab
FL2346 R7 Eouiv FBC 2017 Standards EQuivalencv.pdf
https://Nv,A,v.floridabuilding.org r/pr p dtl.aspx?paraiii=,,NGE-VXQAtDqtOc8bnSknRp... 2/21/2018Z: g/p , _ap _
Florida Building Code Online Page 2 of 2
1
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
SU mmary of Products
r- I
Method 1 Option B
01/17/2018
01/17/2018
01/17/2018
FL # Model, Number or Name Description
2346.1 15 and #30 rODfing_felt ASTM D 226 Tested
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL2346 R7 11 InstallationInstructions.pdf
Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC
Impact Resistant: N/A Test Reports
Design Pressure: N/A FL2346 R7 TR 15A Test Reoort.Ddf
Other: Primary roof covering should be installed FL2346 P7 TR ',OATes,Reoort.pd
immediately after felt. Roofing felt is not intended to be an
unprotected weathering surface.
2346.2 1Sw and 30w roofing felt ASTM D 4869 Tested
Limits of Use
Approved for use in HVHZ: No
Installation Instructions
FL2346 R7 11 InstallationInstructions.1)d
Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC
Impact Resistant. N/A Test Reports - .
Design Pressure: N/A FL2346 R7 TR 15w Test Report,pd
Other: Primary roof covering should be installed FL2346 R7 TR 30,A, Test_&goort.p f
immediately after felt. Roofing felt is not intended to be an
unprotected weathering surface.
F-a ___ 1 F, 7—
Contact U :: 2601 Blair Stone Road, Tallahassee FL 32309 Phone, 850-487-1824
The State of Florida is an AA,'EEO employer. Copyricht 2007-2013 State of Florida, ;: Privacy Stateme :: Accessibility Statemen :: Rtfund Staterrion
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a publlc-rec ords 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 Statute$, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if
they h av one. The emalls provided may be used for official communication with the licensee. However email addresses are public record, If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
M W] FsO KE EN
C red,.* Card
Safe
https://NN,ww.floridabuildinc,.orc,/pr/pr appjtl.aspx?parm=wGEVXQNYtDqtOc8bnSknRp... 2/21/2018C,
NVARRIORo ROOFING MANUFACTURING
P.O. BOX 40185 o T1JSCALOO-SA,AL3W4 a PHONE (20)5534734- FAX (205)553-1755
193 LEROY ANDERSON ROAD * MONROE. GA 30655 a PHONE (T70) 207-0695 * FAX (T70) 207-0775
323 DEVELOPMENT AVENUE - CHAIABERSBURG, PA 17201 o PHONE (717) 70M323 * FAX (M) 709-0027
Roofing Felt Installation Recommendations
Be aware that roofing felt should not be walked upon prior to fastening into position.
Proper safety equipment is recommended for all installations. Also, the roof decking
should be clear of debris and moisture prior to installation of the roofmg felt.
Roofing felt should be installed from the bottom of the roof in horizontal layers to
increase the water shedding ability of the felt. The initial la'yer of felt should be installed
to cover the bottom edge of the decking, from edge to edge. Overhang is not required.
Anchor the top comer of the felt after it has been properly positioned and roll the felt out
across the roof. Pay careful attention to roll the felt out smoothly, avoiding wrinkles as
you move across the roof. The top edge of the felt should be fastened no less than every
eight inches. The middle and bottom edge should also be fastened no less than everyC)
eight inches. Fasteners should be applied no less than every eight inches along the eaves.
The next course of felt should also be aligned with the roof edge and should overlap the
previous course two inches (sometimes referred to as head lap). In the event you get to
the end of a roll prior to getting to the opposite edge of the roof, begin a new roll with a
four inch overlap over the end of the prior roll (sometimes referred to as end lap). The
same fastening pattern used on the middle and bottom of the initial course should be used
for each subsequent course. For the top of each subsequent course, fasten intermittently
to hold the top edge in place until the next course is applied. The fasteners in the bottom
of the next course will hold the top of the previous course securely.
Continue up the roof in this manner. Be sure to fim-dy fasten the top of the final course if
it terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and
secure then begin at the bottom of the other side of the ridge and repeat the process.
In valleys, lay a vertical section of roofing felt the length of the valley prior to the
installation of the horizontal runs of roofing felt. If you use more than one section of
roofing felt in a valley, be certain to start at the bottom and overlap each subsequent
length a minimum of two inches as you move up the valley to-jnjfs-ure:': pro""""
i
tprr,-3ya er
shedding.
In the event some wrinkles are created while fastening down a course of felt, slice the
wrinkles and fasten them flat to the deck. Then seal the cuts with waterproofing cement.
Installation of the primary roof covering (ex. Shingles) is recommended immediately
after felt installation.
NOTE: LOCAL BUILDING CODES MAY REQUIRE A DIFFERENT FASTENING
PATTERN AND/OR SPECIFIC FASTENER TYPES THAN RECOMMENDED BY
THESE INSTRUCTIONS. PLEASE CONTACT YOUR LOCAL BUILDING CODE
ADMINISTRATOR FOR THE EXISTENCE OF REGIONALLY SPECIFIC
FASTENING REQUIREMENTS.
Florida Building Code Online Page I of 2a,
SCIS Home i Log In I User Registration Hot Topics Submit Surcharge SLats & Facts Publications FBC Staff 1; SCIS Site Viap Unks Search
OrL-1' M.Product Approval
USER: Public User
Product Approval Menu > Produt or ADDlication Search > koplication Lis > Application Detail
n;
FL # FL158-RID
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 01
Product Manufacturer CAST-CRETE USA, Inc.
Address/Phone/Email PO Box 24567
Tampa, FL 33623
813) 621-4641 Ext 128
cparrino@castcrete.com
Authorized Signature Craig Parrino
cparrino@castcrete.com
Technical Representative Craig Parrino
Address/Phone/Email PO Box 24567
Tampa, FL 33623
cparrino@castcrete.com
Quality Assurance Representative Craig Parrino
Address/Phone/Email PC) Box 24567
Tampa, FL 33623
cparrino@castcrete.com
Category Structural Components
Subcategory Products Introduced as a Result of New Technology
Compliance Method Certification Mark or Listing
Certification Agency Miami -Dade BCCO - CER
Validated By Miami -Dade BCCO - VAL
Referenced Standard and Year (of Standard) Standard year
ACI 318 2014
TMS 402 2016
Equivalence of Product Standards
Certified By
Product Approval Method Method 1 Option A
Date Submitted 10/18/2017
https://,A.:v.floridabuildincy.org/pr/p_app dtl.aspx?param=,AGEVXQA,-tDqueql%2bT71%... 2/1/2018
Florida Building Code Online Pace 2 of 2
Date Validated 11/14/2017
Date Pending FBC Approval
Date Approved 11/21/2017
Summary of Products
FIL # Model, Number or Name Description
158.1 High Strength Concrete Lintels 4, 6, 8, and 12 inch wide lintels
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: Yes FL158 RIO C CAC NOA 17-0821.18.od
Approved for use outside HVHZ: Yes FL158 RIO C CAC NOA 17-0821.19,od
Impact Resistant: N/A Quality Assurance Contract Expiration Date
Design Pressure: N/A 09/11/2018
Other: Superimposed loads shall not exceed allowable safe Installation Instructions
load FL158 RIO I] NCA 17-0821.18.i)df
FL158 RIO 11 NOA 17-0821.19.1)d
Verified By: Miami -Dade BCCO - CER
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
F.-a ___ 1 F.-..-tl
Contact Us :: 2601 Blair Stone Road, Tallahassee Fl. 32399 Phone 850-487-182
The State of Florida is an AAJEEO employer. Copyrioht 2007-2013 State of Florida. :: Privacy Stateme :: Acces5ibllity Statement :: Refund Statemen
Under Floddajaw, 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), Flonda 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 notwish 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 hem .
Product Approval Accepts:
0 M li= rKE.-R, 22
W -UNO
https://w-,A,w.floridabuilding.or- r/pr_app dti.aspx?parani=wGEVXQ-,,vtDqueql%2bT71%... 2/1/2018
1 1=1/p
MIAMI-WE --- IMIAMI-DADE COUNTY
AMR, " PRODUCT CONTROL SECTION
DEPA,RTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 S treet, Room 209
BOARD AND CODE ADMINISTR-ATION DIVISION Wiami, Florida 33175-2474
T (786) 315-2590 F (786) 315-2599
NOT7CE OF ACCEPTANCE (NOA) ivNi,)Y.iniamidade.,zo%,Ieconomy
Cast -Crete USA, Inc,
P.O. Box 24567
Tampa, Florida 33623
SCOPE:
This NOA is being issued tinder the applicable rules and regulations governingthe use of construction materials. 0
The documentation submitted has been reviewed and accepted by Miarial-Dade County RER- Product Control
Section to be used in Miami Dade Count), and other areas where allowed by the Authority Having, Jurisdiction
Al-U).
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 ARJ (in areas other than.Nfiami Dade Count),) 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 rigbt 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 desigmed to comply with the High Velocity Hurricane
Zone of the Florida Building Code.
DESCIUTTION- (Cast -Crete) 4", 6" & 12"11igh StrengthPree2stnnd Prestressed Concrete Lintels
APPROVAL DOCUMENT. Drawino, No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of 1,
prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawin -No. LT4612, titled "Cast -Crete 4", 6" & 12"
Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last
revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., on August 19, 2014, all bearing the
Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration
date by the Miami -Dade County Product Control Section.
MISSILE IMPACT RATING: Large and Small Missile Impact Resistant
LABELING: Each lintel shall bear a permanent label with the manufacturer's narne or looro and the Miami -DadeZD
County logo.
RENEWAL of this NOA shall be considered after a reneNval 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 chan-e in the0
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 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 thejob site at the request of the Building Official.
This NOA revises NOA # 14-0903.03 and consists of this page 1, evidence submitted pages E-1, E-2, and E-3 as
well as approval document mentioned above.
The submitted documentation was reviewed by Helmy A. Makar, P.E., M.S.
A - - V , / / NOA No. 17-0821.18
UMIAMIDADE C xfOUNTY Expiration Date: 09/11/2018
Approval Date: 09128/2017
z SO, 1 -7 Page I
Cast -Crete USA. Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SU"BAUTTED
1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #03-0605.04
A. DRAWINGS
1. Drmving Xo, FD4612, tilled "Precast and Prestressed Lintel Details ", sheet I of 1,
prepared by Craig- Parrino, P.E., dated.Allarch 24, 2003 and Drmi,ing Alo. LT461Z titled
Cast -Crete 4 ", 611 & 12 " Lintel Safe Load Tables", sheets I thrOugh3 of 3, prepm-ed by
Craig Parrino, P.E., dated March 24,2003, last revision #1 datedApril 28,2003 both
drowings sig77ed and sealed by Craig Parrino, PE.
B. TESTS
1. Test report onflevural testing, on 4 ", 6 " & 12 " Precast Concrete Lintels Filled and
Unfilled.&Yodels, total of (13) concrete lintel specimens, _perASTM.E-529-94, prepared
by,4pplied Research Lahoratories, Report jNo. 3 0404zl, dated 04110103, Sig77ed and
sealed by Christopher A. Hainon, P.E.
C. CALCULATIONS
1. CalczilatiOMfOr Cast Crete Linlels, dated 05129103, 207pages, prepared by Craig
Pal-11770, P. E., signed and sealed by Craig Parrino, P.E.
Calcitlationsfor Cost -Crete Lintels, dated 05129103, 14 0 pages, prepared by Craig
Parrino, P.E, signed and sealed by Craig ParH770, P.E.
D. MATERIAL CERTIFICATION:
1. Quality System Mantialfor Cast-Crete1fachine Made Precast LinfeZs revised onhloy 1,
2002.
2. Cast -Crete Qzialio System Afanualfor Prestressed Products dated 2002,
2. EVIDENCE SUBMITTED UNDER PRE VIOUS APPROVAL 9 08-0320.09
A. DRAWINGS
1. Drawing No. FV4612, filled "Precast and Prestressed Lintel Details", sheet I of 1,
prepared by Craig Parri770, P.B., dated -Alrarch 24, 2003 and Drcnving No. LT4612, titled
Cast -Crete 4", 611 & 12 " Lintel Safe Load Tables", sheets I through 3 of 3, Prepared by
C.rai- ParrinO, P.E., datedMarch 24, 2003, last revision doled March 11, 2008.
B. TESTS
1. None.
C. CALCULATIONS
1. Xone.
D. QUALITY ASSURANCE
1. By,&Iiami-Dade Cozo7o) Bitilding Code Compliance Office.
E. MATERIAL CERTIFICATIONS
1. Yone.
6)F(elmmy A. kar, P.E., M,S.
Product Control Section Supervisor
NOA No. 17-0821.18
Expiration Date: 09/11/2018
Approval Date: 09128/2017
E - I
Cast -Crete USA, Inc.
NOTICE OF ACCEPTANCE: EN71DENCE SUBMITTED
3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 9 12-0209.12
A. DRAWINGS
1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet I of
1, prepared by Craig Parrino, P.E., dated.4,farch 24,2003 andDrawing jVo.
LT4612, titled "Cast -Crete 4 ", 6" & 12 " Lintel Safe Load Tables", sheets I
through 3 of 3, prepared by Craig Parrino, P.E., dated -Allarch 24, 2003, lost
revision datedAlfarch 11, 2008, all signed andsealed by Craig Porrino, P.E., on
Alfarch 22, 2012.
B. TESTS
1. Alone.
C. CALCULATIONS
1. None,
D. QUALITY ASSURANCE
1. By.Al-fiam i-Dade COW70) Deparlme7lf OfPermitting Environment, a77d Regzdato?y -4ffairs.
E. MATERIAL CERTIFICATIONS
1. AT077e.
F. OTHE R
I Letter fi-0777 Cast Crete Corporation, dated Fehruary 03, 2012, signed and sealed
by Craig Parrino, P.E., certifyin,., compliance with the Florida Building Code, 2010
Edition.
4. EVIDENCE SUBMITTED UNDER PRE VIOUS APPROVAL # 13-0321.07
A. DRAW01GS
1. Alone.
B. TESTS
1. mone
C. CALCULATIONS
1. None.
D. QUALITY ASSURANCE
1. ByAficnni-Dade Counry Departinew ofRegulato7y and Economic Resow,ces (RER).
E. MATERIAL CERTIFICATIONS
1. None.
6-41elmy A. Makar, P.E., M.S.
Product Control Section Supervisor
NOA No. 17-0821.18
Expiration Date: 09/11/2018
Approval Date: 09/28/2017
E - 2
Cast -Crete USA, Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBNHTTED
5. EVIDENCE SUBNHTTED UNDER PREVIOUS APPROVAL -4114-0903.03
A. DRAWINGS
1. Di-cming Mo. FD,46]Z titled "Precast andPrestressedLintel Details", sheet I of
1, dated 03124103 andDrcnvina Aro. LT4612, litZed "Cast Crete 4", 6" & 12"
K
Lintel Safe Load Tables", sheets I through 3 of 3, last revision dated 06112114, all
prepared, signed and sealed by Craig Parrino, P. E., on 08119114.
B. TESTS
1. None.
C. CALCULATIONS
1. Calculationsfor Cast -Crete Lintels, dated 0811912014, pages J4.2N through 14.236,
prepared by Craig Parrino, P.E., Signed and sealed by Craig Parrino, P.E.
D. QUALITY ASSURANCE
1. By Afami-Dade C01071) DepOrtMent of Regidato7y and EconO)nic.Resources (RE-R).
E. MATERIAL CERTITUCATIONS
1. _A7617e.
F. OTHER
1. Letter from Cast -Crete USA, Inc., dated 0811912014, signed and sealed by Craig
Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition.
6. NEW EVIDENCE SUBAUTTED
A. DRA`yNqNGS
1. None.
B. TESTS
1. mone.
C. CALCULATIONS
1. ATo n e.
D QUALITY ASSURANCE
1. By Miam i-Dade County Department ofRegulatwy and EconOM ic Resom-ces (AER).
E. AtkTERIAL CERTIFICATIONS
1. Arone.
F. OTHER
1. Compliance Letter ivith the F7orida Building Code, 2017 Edition, issued by Cast -
Crete USA, Inc., dated 08108117, signed & sealed by Craig Parrino, P.E.
HelmyA.Makar,P.E.,M.S.
Product Control Section Supervisor
NOA No. 17-0821-18
Expiration Date: 09/11/2018
Approval Date: 09/28/2017
E-3
oHIGH STRENGTH PRECAST AND
t^ST_ MITE PRESTRESSED CONCRETE LiNTELSf-T
121-ERECAV U-LIIT.EL 12' P-RECAU-w/-2,as-O-OR-U--LI)IIEL &!_MCfAaL_"- IHIEL ALA01HUILILE1,
Sump DETAILS
j! SQJLID LJWLL
DATA TABLE
V:26 PAR S
OAR W-
6" PRECAST U—LINTEL DATA TADLE
IF 0' No. orjqjLY.VUE 1 011-0 -no.'J"- rr I. Gill 7 1 181114
3*-d' 0.028 101 1 REVAR 3'- 1 V-l' ) A 4
0.030 _,Tf_ — — - V- .. Em. TTV- f 1. 7 JT Ork 7-.— it A
4-0- D.Vd3 li e--I— I A 4
V_ _1v _UiF i7i f RMA I IL-,' 11 A _
103 1. 2 —'- e 40' -OAR il
ss_ -vn— I 1/4-23AIL I-
Ir-4, O..Sg 27T J. "11111 1.- D*- f=O* 4
D;7_C 0.0711 J12 ;L__Q -
0.57 S54 0 3!mo: 0
13 KLV
A 011a .1, - . 6xh T7-01 41-- _o
12" PRFCAST U-LINTEL DATA TABLE
3
I Ap "'t, I
0. .1
sl s D37 I 141 nAR V-2" S' j l k 4
4 -0 41 7S1 CAR 4 it A0 4I-- M Is 111.0 1 - 0I 7'132-VAR 7--2— X
1sl__Icvr mij 5 1. T-21-0 I A
Oc.EA 7 _-Z7--d— 4
0.6of W-
E R1ItILFAD 9-. to _Id' x
6.1n
SAWD. Ir5"5 13*m1uAj4';AAR Wz. TF —. 7"TaundaRLOXR'"X I -p4 4_ 13-0 s oi -0 0
4 -0 0 Is MAN 134: 17' 0
7'- S.R 111 is 9 A'] PM 17. IT-111W T77
10MmsD0
12" PRECAST W1 2" RECESS DOOR u-L111TEL,_DATA_IA_QLE
oSve t Yoe l
21-6*
41.
11-4,
W2
3",
j:4 0.047R 1IS Is RTRAWR 4 64 — Ai - Daf A
4
5, A
rVXKA V.. 11tttith
k7= JVA 47--c
f tli ID_' jo, 0' ZL-
00AIM CR, Of
z
TYPE "B" STI
TYPE "A",PTIICITUPSL
G" & 12" PREC&Sj__=EL__U1NFORC1NQ CAGE FA9R[CA110_WQaU
L
12- PRIM
IRIS FROrAIGIARY 114MAWAIJ011 11 FRWIRO ron PROD007 "I'MOVAL. Oir,is IINTECTEDtryCOPYAJOIJI, JAWS AJID CAJIROI OC REPRODUCED OR IRS $81 [to
VEMOUT VIC MOR WRITTEN EOIISVIT CAST-CRETE USA. INC.
1. 00,101,010 SICIE, 7/.12 0. -ll lUil0l is. 14. -1- 11 10- 1 111 12 111111 0111 - I— "I
D ': WE 6D x"m mid Rov I mi: ioul. xuwotR or sippAurs NtlRAKV It MHIED STAIIIIHO
2. rol-111 M M AII . 01411 "o 12 RICH m. Ell (RD or 1,11 IfIll—EIR. El". rox I—— - .0.
s- F. I., . -11 ...— . ll." . .. r".. I'D, ...... odol. E- —A.Am.
oll -11. 1.11 11 1W -X VC RICH 1. IE r0VSR VdIii SP11.1. IDEP EACH Ell.
dif IID IS wER —ris — -Eyp a rKou roxv.
0"
G px Pilowicrili:vism,
01-
Aurp 17 EI 8 Z1. /,g PRONWT 1W.WWOllmill)?!"gwilh Ill 110, JAVVIL4
OF
6324 CR 579
SEFFNER, FL 33504
FL. P.E. LIC. NO. 44766
11 Ell PRECAST AND PRESTRESSED LINTEL DETAILS
ME lort DatuRI-14 JUWR Evy: nmi'i 114110 SCALE, AS S)lO?M
DATE! 3/24/03 aitexcis Syl cAw rAidaim, F.E. om"Ic. MOO SHEir, I Of
12- PRIM
IRIS FROrAIGIARY 114MAWAIJ011 11 FRWIRO ron PROD007 "I'MOVAL. Oir,is IINTECTEDtryCOPYAJOIJI, JAWS AJID CAJIROI OC REPRODUCED OR IRS $81 [to
VEMOUT VIC MOR WRITTEN EOIISVIT CAST-CRETE USA. INC.
1. 00,101,010 SICIE, 7/.12 0. -ll lUil0l is. 14. -1- 11 10- 1 111 12 111111 0111 - I— "I
D ': WE 6D x"m mid Rov I mi: ioul. xuwotR or sippAurs NtlRAKV It MHIED STAIIIIHO
2. rol-111 M M AII . 01411 "o 12 RICH m. Ell (RD or 1,11 IfIll—EIR. El". rox I—— - .0.
s- F. I., . -11 ...— . ll." . .. r".. I'D, ...... odol. E- —A.Am.
oll -11. 1.11 11 1W -X VC RICH 1. IE r0VSR VdIii SP11.1. IDEP EACH Ell.
dif IID IS wER —ris — -Eyp a rKou roxv.
0"
G px Pilowicrili:vism,
01-
Aurp 17 EI 8 Z1. /,g PRONWT 1W.WWOllmill)?!"gwilh Ill 110, JAVVIL4
OF
6324 CR 579
SEFFNER, FL 33504
FL. P.E. LIC. NO. 44766
11 Ell PRECAST AND PRESTRESSED LINTEL DETAILS
ME lort DatuRI-14 JUWR Evy: nmi'i 114110 SCALE, AS S)lO?M
DATE! 3/24/03 aitexcis Syl cAw rAidaim, F.E. om"Ic. MOO SHEir, I Of
GMER -11M
I'd 4' pr ... it 6,10 30W PSI
12 WW 3- i-xv=o—tC90
be, Per "'I" sh"I d I Do PSTarea "
A'SI'M ASIS W 60
fisr Per ASIM C270 We M or 3
2) All or. Ined 141. b—d on Wnluin 4 lild, noftll,lol tooling,
UM;t1hp; Safe lead, to, IlMd Im Gull. WU8 end MUGtbe .d.ad by X if hearing With 1. 1—
then 6 1/2 Isch-
3) ProvI4. loll naerl., bad and hand joir,h.
4) the umlb,r In por,nih.6 indicates the p oal W.Wo. far
grade 40 ricid added ,be,
Examullb; 1;7-4' Urgal 12F24-9.1) .I, trol;ly lood - 1428(1,1a14% r,d.,ilo. 1 1428 (11 1228 pf
5) a listal. -.1 " S,e,,d 360 Mh0op.
t._ & MO 17 -4 longer
Id 1/180 dalla6lan,
Us, Is floniNd to "Rditf.n -aling 11ho flodd. D,,Ildl.gCodeSWIDMIOD4.3.1 a. -pipfc. 14
5) Sh- fillad Wale as .,plIr,d.
7) 4* slid linlolb to be imi.Hod v/ 4' di-sibn thrld—W and
a' dknenston vtfllcdl.
B) of Intel uot —Ply .111, the —billet ... I
an a, St-t-I 4 ... —I-.
9) The designer ..y -101. e-n-hel d lood, I— Ill- -f- I-d latl- byan
1mking the -.1-na .,;Su.g manent .6 h., .1 d-.s.y Was the
ke. .1 ..Pp.[.
10) H.R. Hot Rated
11) D.11— ridd added ~ In be I—W .1 the Wkwo of Ill. W.1 Wty.
12) 6' It 12' Untels we manto(oclered with 5-1/1' long notches at the ends to
M. -tkal e.11 61orelng und gioullng.
13) Th. lolots, -1— .1 Wets Installed In Wodw e.oqal. rn—, .It, old I-
o —ung .1 .1.... oppliall In accoidanc. With ASTM C-929 ar at, ar opp—d enallaq.
1 4) Jnlol, tend 4o. aba;dba theek 1, ,Ill 111illat jg,,Mll .1 11plill) and h.6,eall-Iendsd (he —bla. I -dog with the [allowing
PPIW -fical 1. Applied hod-1.1 land g 1.0
Set, Y.M.1 lead safe h.rhontol load
15) For —posits IW,I heights not shown, so sale load f,.m nut I.— height S.a.
16) for Infill lcngths not Shown, loss sofa lend kom n"t longest length shown.
17) So(. 1,.d. are upori.pull allowable lead,.
10) Sofa bads based on national ddgn malysis per ACI 530 md Act 3111
19) MdWasn.1 1.1-1 lead capeeih, — be blel.d b(I the d.,11— by pre,iJkq dditiondealnemedenneml. mmilry wife (RCMU) ob., he rirl,l. to kol,h Was:
SEE SAFE LATERAL LOAD
TABLES FOR LOAD RAIING
FOR EACH ADDITIONAL
REINFORCED CMU (RCMU)
FULL COURSE
1/2' CLA IYP—/
1) 15 RERAR FOR 6- LIRTELS
2) 15 RLOAR FOR W LINTELS
CR40 or GROB
VN0T)IJCTH.rVVM.D 6U8 6F13
ornplyiuli 44, Ow
0,64fing C,00
A—Plm— N.)'7
Am xul,nl
Ir Ulm or 1.6,111 WITY
12F16-2B/2T
LnosmWoul—I IrisIM114. 1W MW At
a-, 11 ns,
r womI') Kelm-
1) KWMO IM C MRIS
MA 4SO
Q,
lm)or W ,rai,s
Alim ran a' UPOS
11 5 6- ACTUAL
12* MI.4114AL 11110T)i
MOADER OF
Jim! jell
GF32 GF20
6F12
GF24
SAFE LOADS FOR 4" SOLID LINTELS
0=1*Tcm GRAVITY
Ty,pr:
LENGT 4S8
3' 6' (42 PRECAST 1180
V-1)" (48") PRECAST 959
4'-6" (W) PRECAST 769
V-10"(701 PRECAST 460
6'-G" (78") PRECAST 360
7-4- (90") PRECAST 260
9'-4* (112') PRFrAST 156
10--6- (126') PRECAST 116
6F16
12U8
UPLIFT LATERAL
LEN GTYPETH- i
4S8 4S8
S-6' (42") PRICASI 687 371
4'-0" (48 PRECAST 597 320
V-13" (54") PRECAST 529 258
5--10(70") PRECAST 407 118
6'-6- (78") PRECAST 66 118
7'-G" (90") PRECAST 280 87
9'-4' (112') PREWT 55
W-13"(126") 1111ECAST 152 1Ik3
121`8 121`12 12F16
z 7:
12F24 12F20
X
X P1LOf)jjC7r
ST TITTE) 7 PlJing "'Ah Ih.
A m I,mRAIGPARRINOL pl,, 1. o?
e 0 1- v v 63M CR 670
G '' SEFFNFA FIL 335114
Av
PIL P.Ll", UC NO. 44756
THLUCAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES
DRAW RY! JOIMN M(Allb I s AIE: II.T.5.
DAIE% 3/24tol I CHECKED Ify: CRAIG PAIM419, P.E. - A G. No. 44155 1 mwmmlo mout sito i —or sl
SAFE LATERAL LOADS
SAFE GRAVITY LOADS FOR 6" PRrCAST U-LINTELS FOR A" P115CAST U.) INTrl S SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS
SAFE LOAD -PIOUNDS PER LINEAR FOOT
TYPE
LENGT I 6U8 GrO-10 6FIZ-IB 6FIG-18 6F20-10 61`24-11161`26-113 61732-10
S-67 (42') PRECAST 2332 2676 3892 5050 6148 7227 8297 9357
4'-0" (48") PRECAST 2025 2313 3892 5050 6148 7227 8297. 9357
4'-G" (54") PRECAST 1654 1887 3633 5050 6148 7227 8297 9357
5*- W" (io") 11RECAsr 1067 1260 2198 3557 5734 7227 8297 I,; 8225 0
6*-6" (76") PRECAST 949 1078 1831 2850 4328 6737 8297 9357
7'--G" (00") PRECAST 779 003 1459 2188 3151 4524 6654 93571,,
g'-4" (112") PRECAST 584 660 1056 1523 2084 2795 3731 5017
lo'-r," (126") PRECAST 503 566 095 1270 1706 2236 2890 374'1
1'-4- (136") PRECAST 457 513 805 1133 1507 1952 2492 3163
W-W(144") PRECAST 425 477 744 1042 1377 1769 223B 280B
13'- 4" (IGO-) PRECAST 373 417 646 895 lJ70 14135 1852
14 '-0- (165") PRECAST 351 3,j 2 bo5 835 1087 1373 1703
17'- 4" (2DB") PRECAST N.R. 299 455 620 794 985 1193
4--r-4—W SAFELOAD
PLF
LENGTH GUS 6F8 RCMU
3'-6" (42") PRECAST 587 1055 596
4'-0' (48') PRECAST 487 787 445
4'-0' (54") PRECAST 416 609 344
5'-10"(70") PRECAST 300 350 19B
C-15" (78") PRECAST 263 496 157
7'-6" (90") PRECAST 222 3137 116
9'-4 (112') PRECAST 173 352 74
PRECAST 131 276 53
I I '- 4- (136') PRECAST 139 311 49
12'-0" (144") PRECAST 131 277 44
IT-11"(16W) PRECAST 117 223 35
14'-0" (1 6W) PRECAST ill 202 32
17'-4- (208-) PRESTRESSED N.R. 130 21
SAFE LOAD - POUNDS PER LINEAR FOOT
LENGT" ua-u 6F12-IT OF16-11 6F20-IT 6FZ4-IT 6F20-IT 6F32-IT
Y-6' (42') PRECAST 1412 2074 2715 3356 3997 4638 5279
4'-o" (48') PRECAST 1225 11300 2357 2913 3420 4027 4583
4'-G" (54') PRECAST 1083 1592 2064 2577 3069 562 4055
5'- 10' (70") PRECAST 831 1222 1600 1979 2357 2730 3114
6'-6" (78') PRECAST 723 1097 14370 1777 2`117 2457 2797
V-15" (90') PRECAST 648 pI 8133V* 1240 I" 1544q(q 1840 1! 2135 (1) 2431 I'l
9'-4" (112') PRECAST 575 571 0) 980 1252, t 1492 IN 1732 I.
10--C(1215") PRECAST 514 462(") 187 1121 31 1551 1' 1766 -1
ll'-4'(136") PRECAST 474 404 09 685 9854, 1213 1 1442 1 1645 1-
Q'-O'(144") PRECAST 454 367 (u) 619 880 ul 1093211 1299 0 1506 1Y
13'- 4' (1150") PRECAST 402 308(,,j 516 736 906 1076Jul
14'-0' (1 GD-) PRECAST 36B B
j
475 677 Lbl 832 R) 989 um)
wj!!M
1145jp"
17'-4" (200") PRECAST 253. 208 ( 595jft)__M 003(m
11) IHE NUMBERS IN PARENTIIESIS ARE PERCENT REDUCTIONS FOR SEE GENERAL NOTE 111 THE NUMBERS IN I'ARENTHESIS ARE PERCENT REDUCTIONS FOR
GRACE 40 FIELD ADDED RCEIAR. SEE GENERAL NOTE NO. 4 GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4
17- t. 18
j PA
E N
44
T ?F
J"
SEE GENERAL NOTES - SHEET 1 OF 3
R O CRAIG PAnAjNo
6324 CA 579
0NA1_ o" 8EKINIER. FL 3m
fil"1111, IL. P.E. LIG. No. 44756
DA
Ell 01 WF, x1mCAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLESKAtPENER'Nuuy SIGN A/ 29/93—
WL
GENERAL REVISION
z
FILE NAM. DRSU96 14 LURAR MAUD ScAtt, To.s.
nAtt, 3124/03 mo FARA1110, RE, 110, .55 DRAYAROM0. IT4512 sint 2 or 31
SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS
SAFE LOAD - POUNDS PER LINEAR FOOT
TYPE 12UB 12FO-20 12FI2 -20 IZFIS-20 121`20-20 12fZ4-20 121`28-215 12F32-20LENGTH1
3-4- (42-) PRECAST 3428 5000 5836 7619 9352 11060 12755 1443B
4'-0" (48") PRECAST 2923 4232 583B 7619 9352 11060 12755 1443B
4'-G" (54) PRECAST 2396 3464 5304 7619 9352 IiOGO 12755 1443B
V-10"(70") PRECAST 1612 2320 3218 5234 8487 110GO 12755 M4311..)
6'-6" (781 PRECAST 1383 1906 2679 4196 0421 10032 12755 1443Eg
7'-6- (90') PRECAST 1138 1628 201 3218 4676 6756 9763 1352q,,:
9'-4' (112") PRECAST 795 1216 1535 2230 3083 4167 5593 7552K,
10'-0" (12 6") PRECAST 614 1043 1295 1853 2516 3323 4334 56321.j
11-4- (136") PRECAST 513 945 1162 1649 2216 2893 3719 4746,n
12'-0" (14 4") PRECAST 456 873 1073 1513 2020 2617 3333 4206inl
13'-4- (160") PRECAST 359 767 926 1294 1709 2188 2743 3409021
14'-O'(IGB") PRECAST 321 720 865 Q04 1584 201 2451 3 1 06in,
17'-4"(200") PRECAST N.R. 451,,l 6311" Baly, 1141(,,; 1428,Ij 1750p, 2102,,
I g',4* (232') PRECAST N.R. 343,.) 477 in] 700,, 925,, 1152, Q80, I 609,,
1) ImE NumErts IN Pmamlisis ARE mccur REDUCTINIS FOR
ME 40 FIELD ADDED DEW SEC GUIERAI, IIOIE ND, 4
SAFE GRAVITY LOADS FOR 1211 PRECAST wl 2" RECESS DOOR U-LINTELS
4-4— SAFE LOAD - POUNDS PER LINEAR FOOT
TYPE 12RUS 12AF26-2( 12RFJO-2f
4--4- (52") PRECAST 2538 2942 5468 7584 9640 M69 13679 15079
4'-6" (54") PRECAST 2319 2740 5468 7584 OG40 11669 13679 15679
5'-B' (601 PRECAST 1347 1841 3555 6395 9610 lIGG9 13679 1567q.N
5'- 10" (70") PRECAST 1259 1758 3361 595f 9358 11669 13 "' 17,
6'-B' (80") PRECAST 924 1430 2633 4415 6884 103541: 125-11,
7'-6- (90") PRECAST 70r3li203 M7 3494 5259 7922(u. 9623,, d1489'-8- (1 IS-) PRECAST 380 813 1451 N 2157 20L,,, 427,,.,l 5 17 0
1) DIE NUIDIERS III PARLIMIESIS ARE PERCENT REOMRXIS FOR
GRADE 40 FIELD ADDED RIIEVR. SEE GENUI& NOTE NO. 4
LAWHALLILIA0,9
SAFE LATERAL LOADS FOR
IZ'PRECAST wl 2" RECESS DOOR U,LINTrLS
SAFELOAD
PLF
TYPE
LENGTH ------ — 12RUE 12RF6 RCMU
4'-4- (52") PRECAST 1295 3692 2584,,
4'-0'. (54') PRECAST 1213 30,58 24 171,1)
5'-R" (68") PRFCAST 784 2236 16SO,
5'- 10 (70") PRECAST 747 2129 155,,
C-13" (80") PRECAST 602 1716 1170p
7 c (90") PRECAST 506, 1438 914
0 3 5.9 1011 1 511M, -in
SAFE UPLIFT LOADS FOR 12" PRECAST U-LINTELS
if) INt IIUJ;PLFiS IN PARENRIESIS ME PEWENT REOU011ONS FOR
GRADE 40 FIELD ADDED REDAR. SEE GENERA IlGIE Ro. 4
SAFE U PLIFT LOADS FOR 12" PRECAST W/ 2" REC ESS DOOR U-LINTFLS
SAFE LOAD - POUNDS PER LINEAR FOOT
TYPE 12RF6-2( 12RFIO-2112RF14-2112RfiB-2112RF22-2112Ff26-2112ffJO-21
4'-4" (52") PRECAST 1626 2685 3746 4806 5867 6920 7989
4-4- (54') PRECAST 1558 2582 3602 4623 5643 6664 7604
5'-8' (68") PRECAST 1210 2042 2850 3658 4466 5273 GOBI
5'- 10" (70") PREWT 1173 1984 2769 3553 4338 5123 5908
W-8' (BO-) PRECAST 1020(' 153011 2426 3114 3802 4489 W7
7'-G" (90') PRECAST 9041A703 1226 21Q, 2-7.7-6- 3390 4003 1617,
19,ja" (116,) PREcAsT 771 1 71 47 14 10) Td
rl JIMBERS III FARVIIHMS ARE Plff III "(DUCROlIS FOR
v (71 Ebl` l Q FIELD AIDED DEBAR, SEE PENERA). VOTE No. 4
A,r, .
447
p ) "h, 7, 9 z
E
fly CRAIG PARRIND
Is 6324 CR 579
ttrrNm,,vL M584
SHEET 1 OF 3SEEGENERALNOTES h Pr win
1, 1,1- oq b
PAPI 4k, 1)
x1Z. 'Ll/
0 a 4 1 D IE I
ME1,113ER OF
0111M." _., 1% - `
TITLE,CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES
14)2a
HAVE C
C&IIIERAL
DIE mr, DDS?I- IF A I S_f, IM
alft vi GF`K'ZE(G',T, OG pREED, I'D I llnllll,
MIAMI
DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER)
BOARD AND CODE ADMIN1STWLTION DIVISION
NOTICE OF ACCEPTANCE (NOA
Cast -Crete USA, Inc-
P.O. Box 24567
Tampa, Florida 33623
MIANII-DADE COUNTY
PRODUCT CONTROL SECTION
11805 SW 26 Street, Room 209
Miarn Florida 33175-2474
T(786)315-2590 F(786)315-2599
vww.miamidade.gov/economy
SCOPE..
This NOA is being issued under the applicable rules and regulations governing the use of construction materials.
The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control
Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction
AHJ).
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 tile
accepted manner, the manufacturer will incur the expense of such testing and the A1-lJ 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-Dadf, County Product Control Section that this product or material
fails to meet the requirements of the applicable buflding code.
This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane
Zone of the Florida Building Code.
DESCRIPTION: "Cast -Crete" 8 inch High Strength Precast and Pre -stressed Concrete Lintels
APPROVAL DOCUAIC, NT: Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through
3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by
Crai.,r Parrino, P.E., on August 19,2014, bearing the Miami -Dade County Product Control Revision stamp with the
Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section.
MISSILEIMPACTRATING: Large and Small Missile Impact Resistant
LABE LING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade
County logo.
RENEWAL of this NTOA 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 datc, or if there has been a revision or cliange 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 autornatically terminate this NOA. Failure to comply with
any section of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMTNT- 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 enth-ety.
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 thejob site at the request of the Building Official,
This NOA revises NOA # 17-0227.15 and consists of this page 1, evidence submitted pages E- 1, E-2, E-3, E-4,
E-5 & E-6 as well as approval document mentioned above.
The submitted documentation was reviewed by Helmy A. Mahcar, P.E., M.S.
7 / /
UNTY)g
NOA No. 17-0821.19
I- Expiration Date: 05/21/2022
Approval Date: 09/28/2017
Oq 17-SIZ-0 17 Page I
Cast -Crete USA, Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01
A. DRAWINGS
1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig
Parrino, P.E., dated 06107196,7-evision #1 dated 11108196, sheet I of 1, andDrawin1c,
No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by CraigParrino,
P.E., dated 06107197, revision #4 dated 04128198, sheet I of 1, both drawings signed and
sealed by Craig Parrino, P. E.
B. TESTS
1. Test report onflexural testing on Precast and Pre -stressed Concrete Lintels Filled
Models, total of (36) coi7crete lintel spechnens, per ASTA-f E-529-94, prepared by
Applied Research Laboratories, ReportNo. 29702B, dated 07130197, signed and sealed
by Christopher A. Hamon, P.E.
C. CALCULATIONS
1. Calculationsfor Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared by
CraigParrino, RE, signed and sealed by Craig Parrino, P.E.
2. 'Calculationsfor Cast -Crete 8-inch Lintels, dated 11111196, 45pao,-es, prepared by Craig
Parrino, P.E., signed and sealed by Craig Parrino, P.E.
D. MATERIAL CERTIFICATIONS
1. Mill Certified Inspection ReportSilo,14 datedApril 1996for cement by Southdown
Brooksville Cement Laboratory.
2. Mill CertifliedInspection Report #20-8275 dated 06120195fiorpre-stressing strand by
The Crispin Company.
3. Mill Certified Inspection Report #20-8345 dated 11113195forpre-stressing strand by
The Crispin Coinpany.
4. Alfill CertifiedInspection Report 92111-078240 dated 04125196for #3 rebar by
Ameristeel.
5. Adill CertifiedInspection Report 984-11fJ9614 dated 02129196for #5rebar by
Birmingham Steel Co7p.
6. J11fill Certoed-Inspection Report #58-A66332 dated 01128196for 144 rebar by
Birmingham Steel Corp.
7. Mill Certified -Inspection Report #84-M20749 dated 04105196for#5 rebar by
Birmingham Steel Corp.
8. Alfill Certified Inspection Report #84-A1119805 dated 03106196for #4, rebar by
Birminghaln Steel Corp.
9. Alfill CertifiedInspection Report #84-M21208 dated 04121196for #-4 rehar by
Birmingham Steel Corp,
10. Mill Certified Inspection Report #84-A,120652 dated 04103196for #5 rebar by
Birmingham Steel Corp.
Yelmy A. Makar, P.E., M.S.
Product Control Section Supervisor
NOA No. 17-0821.19
Expiration Date: 05/21/2022
Approval Date: 09/28/2017
Cast -Crete USA, Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBNTITTED
11. -Alfill CertifiedInSpeCtiOn RepOrt 984--M20749 dated 04105196for #5 rebar by
Birmingham Steel Corp.
12. Quality Control Manualfor Cast -Crete Machine Plade Precast Lintels dated 05114196
13. Quality Control M-anualfor Pre -stressed Products dated 0312 0195.
2. EVIDENCE SUBMITTED UNDER PRE N71OUS APPROVAL 901-0209.03
A. DRAWINGS
1. None.
B. TESTS
1. None.
C. CALCULATIONS
1. No n e,
D MATERIAL CERTIFICATIONS
1. ATone.
3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 4 03-0605.05
A DRAWINGS:
1. Draiving No. FD8, titled "Cast -Crete 8 " Lintel Fabrication Detalls ", sheet I of],
prepared by Craig Parrino, P, E, dated June 7,1996, revision 42 datedJanuary 28,
2003, and Drawing No. LTH, titled "Cast -Crete 8 " Lintel Safe Load Tables ", sheets
I & 2 of Z prepared by Craig Parrino, P.E., dated June 7, 1996, revision 95 dated
March 24, 2003, all &M'VingS are signed and sealed by Craig Parrino, P.E.
B TESTS:
1. Test report onfle.vuraZ testing oil Precast Concrete Lintels Filled J11fodels, total of
12) C071CI-ete lintel specimens, per ASTME-529-94, prepared by'4pplied Research
Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher
A. Hamon, P.E.
C. CALCULATIONS:
1. CalCUlatiOnSfor Cast -Crete High Strength Precast and Pre -stressed 8-inch LintelS,
dated May 29, 2003, sheets 1. 1 through 1. 493 and 2. 1 through 2.336, prepared by
Craig Parrino, P.E., signed and sealed by Craig Parrino, P-E.
D. MATERIAL CERTIFICATION:
1. Quality System Allanualfor Cast -Crete Machine Made Precast Lintels revised oil
Tvlay 01, 2002.
2. Cast -Crete Quality System Manualfor Pre -stressed Products dated 2002.
j,
elmy A- Makar, P.E., AI.S.
Product Control Section Supervisor
NOA No. 17-0821.19
Expiration Date: 05/21/2022
Approval Date. 09/28/2017
E-2
Cast -Crete USA, Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 406-0222.01
A. DRAWINGS
1. Draiving-Alo. FD8, titled "Cast -Crete 8" Lintel Fabrication Details" sheets I through
3 of 3, prepared by Craig Parrino, P.E., datedJune 7, 1996, lost reidsion dated
February 17, 2006, signed and sealed by Craig Parrino, P.E.
B. TESTS
1. None.
C. CALCULATIONS
1. None.
D. QUALITY ASSURANCE
1. By Miami -Dade Building Code Compliance Office.
E. MATERIAL CERTIFICATION
1. None.
F. OTBER
1. Letterftom Cast-Crefe Coiporation, dated 0212012006, signed by Craig Parrino, P.E.
5. EVIDENCE SUBMITTE D UNDER PREVIOUS APPROVAL N 11-0121.04
A. DRAWINGS
1. None.
B. TESTS
1. A70 7e.
C. CALCULATIONS
1, None.
D. QUALITY ASSURANCE
1. By Miaini-Dade Building and Neighborhood Compliance Department (B-ATC).
E. MATERIAL CE RTIFICATION
1. None.
F. OTHER
1. Letterfrom. Cast -Crete Corporation, dated Januaq. 18, 2011, signed by Craig Parrino,
P.E., certifidng compliancewith the Florida Buildh71- Code, 2007 Edition.
L'Relmy A. Makar, P.E., M.S.
Product Control Section Supervisor
NOA No. 17-0821,.19
Expiration Date: 05/21/2022
Approval Date. 09/28/2017
E-3
Cast -Crete USA, Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
6. EVIDE NCE SUBMITTED UNDER PREVIOUS APPROVAL r-r12-0209.13
A. DRAWINGS
1. Drmving.Alo. FD8, titled "Cast -Crete 8 " Lintel Fabrication Details", sheets 1 through
3 of3, prepared by CraigParrino, P.E., daredJune 7,1996, last revision dated
Februa)y 17, 2006, signed and sealed I Craig Parrino, F. E, on March 2-9 2012. Vy
B. TESTS
1. None.
C. CALCULATIONS
1. Alone.
D. QUALITY ASSURANCE
1. ByMiami-Dade County Department ofPerinitting Environment, and Regulatory Affairs.
E. MATEPJAL CERTIFICATION
1. None.
F. OTHE R
1. Letterfi-o7n Cast -Crete Corporation, dated 0210.3512012, signed and sealed by Craig
I
Parrino, P.E., certifying compliance ivith. the Florida Building Code, 2010 Edition.
7. EVIDENCE SUBMITTED UN`DER PRE, VIOUS APPROVAL 914-0903.02
A. DRAWINGS
1. DrawingNo. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through
3 of3, prepared by Craig Parrib7o, P.E., datedJune 7,1996, last revision datedJune 12,
2014, signed and sealed by Craig Parrino, P.E, on August 19, 2014.
B. TESTS
1. None.
C. CALCULATIONS
1. Calculationsfor High Strength Precast and Pre -stressed 8-inch Lintels, dated,4 twust
19, 2014, sheets 14. 101 through 14.124,prepared, signed, sealed by Craig Parrino, P. K
D QUALITY ASSURANCE
1. By Miami -Dade County Department ofRegulatoiy and Economic Resources (PER).
E. MATERIAL CERTIFICATION
1. None.
F, OTHER
1. Letterfi,om Cast Crete USA, Inc., datedAug-ust 19, 2014, signed andsealed by Craig
Parrino, RE, certijiing compliance with the Florida Building Code, 2014 Edition.
Z-;fWmy k. M.91tar, P.E., M.S.
Product Control Section Supervisor
NOA No. 17-0821.19
Expiration Date: 05121/2022
Approval Date, 09/28/2017
E-4
Cast -Crete USA. Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
8. EVIDENCE SUBNHTTED UNDER PRE VIOUS APPROVAL #16-0126.03
A. DRAWV GS
1. I'lone.
B. TESTS
1. Xone.
C. CALCULATIONS
1. None.
D. QUALITY ASSURANCE
1. By Allianii-Dade Coun) Department ofRegidatory and EC0770777ic Resources (RER).
E. M-ATERfAL CERTIFICATION
1. Arone.
F. OTEER
1. Letterfi-om Cast -Crete USA, Inc., dated January 13, 2016, signed and seated by. Craig
Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition.
9. EVIDENCE SUBAHTTED UNDER PREVIOUS APPROVAL i417-0227.15
A. DRAWINGS
1. Xone.
B. TESTS
1. TZerification Test report onflexural testing on Precast Concrete Lintels Filled Models,
total of (8) concrete lintel specimens, per ASTME-529-94, prepared by FTL, Report No.
16-0425.08, dated 01126117, signed and sealed by Idahnis Ortega, P. E.
C. CALCULATIONS
1. None.
D. QUALITY ASSURANCE
1. By Miami -Dade County Department ofRegulatory and Economic Resources (RER).
E. MATERIAL CERTIFICATION
1. Xone.
w
6kelmy A- Makar, P.E., M.S.
Product Control Section Supervisor
NOA No. 17-0821.19
Expiration Date: 05/21/2022
Approval Date: 09/28/2017
E - 5
Cast -Crete USA, Ince
NOTICE OF ACCEPTANCE: EVIDENCE SUMUTTED
10. NEW EVIDENCE SUBIN11TTED
A. DRAWINGS
1. None.
B. TESTS
1. Alone.
C. CALCLTLATIONS
1. Alone.
D. QUALITY ASSURANCE
1. By Afiami-Dade Couno) -Department ofRegulatory and Economic Resozirces (RER).
E. MATERIAL CERTIFICATION
1. None.
F. OTHER
1. Letterfi-am Cast-Crefe US,4, Ina, daled,4ugust 08, 2017, signed and sealed by Craig
Parrino, P.E., certifi4ng compliance with the Florida Buildinog, Code, 21017 Edition.
Rek' y A. Malcar, P.E., M.S.
Product Control Section Super -visor
NOA No. 17-0821.19
Expiration Date: 05/21/2022
Approyal Date: 09/28/2017
E - 6
HIGH STRENGTH PRECAST AND
PRESTRESSED CONCRETE LINTELS
lLg
PRODUCT RIMMED
URlyfIF Mlh Cl. Flodd.
n,
Am jl
o-vd..- F=r, AUd PRODUCT MNEWLI
FNT1 g
11;6- ZIA
4" PAECA UnLiflUt Y_-lftW' OWED-U
mpE_lA!_S p113BIL-5
7/32"Ps BAR M
ITIMIS
nw,
LINTELEJ.
STIRRUL PETAIL5
111 11-
L7/
51',O,l lAl—
slinnups
olypc1101, STIR . UP
rlr' AM
B" PRESTRESSED U-LINTEL DATA 'TABLE
lio. or
7/02 VA I 7Tz2 DAR 14 -5'" 7 v r --0 9
W:: 4 6. 14-0 7732 BAR 1/32 VAR W-T, 4 0 Y_?"
17 oo6-o On 7-75-2W T-3— 171-21, 4 0 X-B" a
To --4 o.17o 13 Y37. PAR 1 '- —3 i m
IV_lr
12, 0..
o,194
0200
707
Bl
jA2
MA-
7 /32 DAR
7/32 BAR
21'-2'
21
5 0 3'-5 3/4"
5 0 V-10 Or
10
10
i?.4*_v"'l'bl2io coo
IA2 "A'
lwec 1 -3TO __O 7/Zl BAR W-W]B 0 4-3 1/6', W
8" PRECAST W1 2" RECESS QQDR —U-LINTEL ATA T&M
I Clo, I In i - 0.*0
4,_U,,
31-0" U.030
0.037
74 _6
6
f3 REVAR 7 32 OAR132BAR W_ 4" 3'- 10" 1 W11A
A - I O'-B" 5-10 0.0 70.0 1 Fn6_ 79V
7TV,-
7— 7 3 t
7 A,
0 - 1-2Hit Aa,,- H A 9. 0'-0" 7'-fl" 6-4- G -4" O'Ohi_ 0.06b M_ 74-vmwT4 -RIUMF 3 9BF" U-10 I AIIIA 5
F-7 i--w tF:4e. 6 07-8 i-s fr—All U29- " Q_U 2 _U.. U
or
s 6111' a.
3 —\. I ""' E-EADRIADQUML : 1111% ... P 11.1 AlIt" LUUI. PRWAaLLBULRERIDEMD-0a A ?I
017
8" PRECAST U-LINTEL DATA TABLE
Jkt.
3'-S" 0.032o037 12; 1 n7 f3 REBARMItfY- 3*-5' 31-111 1 32 B R32M T:r_
A
I A
4'-U" 6-V 2* 04110. 17 rO 2M S_F_ ER)01 4 -W5"'1" 32 BAR1 !T 7 I.
0-0
W1-M 0 R7.0ti_-, nu- W:—fl fi R 3,Z—O A`
A6'-0" Coo Coo0.050 23 4 REVAn d'-5" 7 32 OAK V-2".
7- -F" 0b, Ob, 27U 5 32 CAR I'-V' 11 A 8
00L0010 a -3" MEUAU d' 7-
7- i O , - OUR7_ IME SLQ L
33Q
37H405 BEAR 1 5 3 RIBAR3REIAR I t'-O" Z'-OX-0, 0u
g4—
0, jinO.Jg229 Ado L, NEW0_-RCTF)AW 13- I-11 3 run u 3-0
RT y jjqORllAjflR,! 11 rADVIORD rOR PRODUCT AMOVAL, [T 10111111011ITAI
PI TErnoiwumLAYcoRicaLotAileCAUltorBEREPRUOULMOnQMTRIOV D
PROM VIC PRIOR WAILIEN CONSLOT Or CAST-CRUE USA, MC, I
T 1411,14 AIR, . . 1 0."
UUL
1. AEUR ORCING SOFFtj 7/32 PAR A%711 A6101 A f4, 5. 11DIE1 IRE IDTAI NUMBER or STIRMP-
AND )$ Atoll OWE -o 4111 A-111 7/1- MoU mommo, is couOiro mmvia rRog rAcu
IMMME 2709SI lOrt-RELAYATIOR FIESMUS1110 LOU or int RcOnaRtUla cAor, rbR tXANIFIC
Man ALTO A418. no. or spwm , 4. Invi IRE
t. t.pOORs. il. too* rsl r.x 0' pEctORCIN. caE m.Uti. U-% I ArMAUm
tl ORI-I 1'. 4110 P11 MA ALL
rA.0 rAcil Em,
PAWST 3 ))?Oil URIELS. 5 roulios or VOcYPmarYUVr n4tni; PtM
oURAL rustam mor o.7D tc v.`(D. OF COMWE VAY UE U%Tn V1 LIEUrmrliRt5-,tD DOM AtIll-GRId OAQf
4. SOMMOO WpjklQUh MiSMME6 70 MIST LU`101. AM RAILMURO MILCES,
V I,
1.4 JlU3JiU$ C.d.
AtoteplIaaMO d.-DJ03.o
C
57'. 1
CRAla PAllnito
6324 CA 570
SEFFNEUL =04.
FLP.E.LIC.N0.44750
CAST-CRETE 8" LINTEL FABRICATION DETAILS
All PAP-90, fl. - REb. NO. 44736 -u xol m —,,A,
ClUCYH) M MT FORR190, rX. - R(U. RU, (4755 UPAYftlfQ 11, FDA., W(t 1 or aof/07/94 i "In" " I
nArr rpavmv i oAnq rnP A" PPFeART P. PRFSTRESSED LI-LINTELS
SAPP LO D - POkJNI)S PER LINEAR FOOT
TYPEVN7G:T:El:: DUO BFO olj
SFO-111
LFI:LO
3' '0" (42") PRECAST 2231 30g_ 3719 rill.1 A601 0054 S5D2 10D51
30gq Wilt 8q74 ID594 11049
4'-0- (48') PRECAST 1966
15 6i 2351 3820 41190 59fti 7034 11107
2693 4faS 611.3 T— 547 ig-74 10-394 11609
4'-6' (54') PRECAST 1599
1069 2110 293( 3753 4576 6400 6121
21119 4375 6113 L547 g, 0072 102" 1 150b
51-41 (6-r) PRECAST 12V
1349 gig 25ao 3123 Nos 4242
log, 1'36J00D W5 547 7347p, j inim,
5'-10"(701 PRECAST 1002
110 1173 1631 20DO 25ig NUD 1,170
1451 2622 4360 jjLa p_36ju 71B[po 9328(.
T-cw)PRECAST 9U"
bF—T123
JJOD 3011 3707 W 961
0 2177 34HO 5351 Riga 103", 80261.,
7-6' (90') PRECAST 743
lull 1720 2632 2205 2"a 3191
1011 1.)Zq 2G61 Rob SG81 84671,,; 0472f,
0'-4- (112') PRECAST
2561 3185 2DIB 3302
TI-1 I-T2 4 1-1 R43 2554 3458i7-77 jjql 6390
1 D'-6" (126') PRECAST 475
m 1
643
ago i247 zaga vaj 2sis
1052 1533 2093 2781
1 V-e (136.) PRECAST 362
58Z lJ50 Illi(I 2423 3127 4005PLS-
915 1366 1846 242.3 3127 405
12 (144') PRECAST 337
540
W
873 1251 1684 p'lq.1 7AO5 155Z
540F171 873 1254 168 2 11 200.5 355Z
13'-4'(ibO') PRECAST 296
747) 7gs 1075 1420 ia3l) 2316 2683
75$ 1075 1420 1038 2316 2W
14'-O'(IGB') PIREGASI 279 4 LI 711S W02 132.8 1697 7121 2630
42 7ng 1002 1396 1697 212.7 2S30
14'-0" (176-) PRESTRESSED N.R.
OR lin in tin OR MR 14R
45A 70,3 1370 1002 2245 2517 2712
PRESTRESSED H.R.
A fill MR MR MR MR84V? 710 1250 W1,13 7.058 2320 Z5-- 13
17'-4- (209) PRE57RESSED Ng
MR MR 119 fin tin
V3 Sin 950 1.120 1609 IR49 2017
I g'-4' (232") PRESTRESSED N.R.
pq MR OR MR MR On
1 420 760 1037 12nz TS-15
2V-e (2561 PRESTRESSED N.R.
MR tin OR tin MR OR
80 340 590 845 1114 1354 14M
22.'-(f (264") PRESIRESSED NJ?,
MR OR Oil MR MR fin MR
161 31" 550 784 1047 1203 1399
24!-o" (208") PRESTRESSED
OR MR MR 114 MR
129 250
iul
450
HR
954 864 1092 1221
SAFE UPLIFT LOADS FOR O"PI15CAST11t Pnr,9TRrssED U-LIN'FLLG
I SAFrLOAD-POLINDS PER LINEARrOOT
LENGTH
Y-O" (42 PRECAST
4'-U' (40') PRECAST
V-0" (54!) PR(cASr
51-4" (641) PRECAST
V-10"(70') PRECAST
G'-6- (78') PRECAST
7'-6' (901 PRECAST.
0'4' (112') PRECAST
PRECAST
PRECAST
12'-O"(I1V) PRECAST
I S-4- (I GO-) PRECAST
14'-0" (1 GV) PRECAST
I 4!-B' (I V) PRESTRESSED
PRESTRESSED
PRESTRESSED
I W-4" (232") PRESTRESSED
21'-4- (256') PRESTRESSED
ZZ-D" (264'1 PRESTRESSED
24'-0- (2801 PKS FRESSED
4) THE NUMBERS IN ENmEsis ARE PERCENT Rmmmlis TOR GRADE 40 1 SEE GENERAL NOTE NO. 18 ON SHEEI 3 OF 3. (1)
SAFE LATEPAL LOADS VOR
8" PRKAST 8 PRiRSTRESSED U-LINT91.5
8 E LOAD
PLF ,
TYPE
LENGTH SLID OF8 RCIOU
PRECAST 1025 1024 15913
4'-0" (16") PRECAST 766 763 1309
e--V .(W) PRECAST 592 591 1073
5'-4" (") PRECAST 411 411 745
V-1V(70-) PRECAST 340 339 616
V-6- (78') PRECAST 507 721 490
7'-G" (W) PRECAST 424 534- 363
W-4' (11Y) PRECAST 3213, 512 230
iO'-6"(i26j PRECAST 264 01 1130
11'4' (136") PRECAST 2-00 152 154
12'-0"(144') PRECAST 244 402 137
13'-4'(IGDj PRECAST 217 324 110
14'-0" (160") PRECAST 905 293 WO
i 4'-B" (176") PREWRESSE0 N.R. 9D 4 91
15'-4" (18 4") PRESIRESSED N.R. 9.5.9 03
17'-4" (208") PRESIRESSID N.R. 1,94 64
19--4"(23Z) PRESTRESSED N, R, 14B 52
21'-4'(256') PRESTRESSED N.R. 125 42
0' (264") PRE81RESS(O N.R. 116 40
280') PRESTRESSED N.R. 91 33
FIELD ADDEO REGAR. SEE GENERAL IIDTE NO. 4 ON SKET 3 OF 3, PIZDDVCI-pp
PRODUCrRVIVIS,m)
p"11,14,17 0"i
11,61dior, ('0-
if,, 14 Fl.'Jd'
c d,
A
Z 1. 1 q
it , I);,'-
i 17- 0 z
C GENERAL NOTES F T 3 OF 3
OF 6 -fcmv
4f
F N
ESIS ARE PERCENT REOLVIONS FOR GRADE 40
GENERAL NOTE NO, ON SHEET 3 OF 3.
1. m4d. n;'lldfi.4
Z CRAICIPAITHIND
6324CH679
X SEFFNEn, FL 33504
FL. RE. LIC, INO, A 4760
Nolmilm rjmbk T
i
IOU: -LAST-CREJE 8 LINTEL FABRICATION DETAILS
IRE 111116 DOSUDI-14 I opwo oy, cma rkmixo, P.r. - OT
VA111 04/07191 1 CREK(l) on CYAD PARRiN3. PS. - R" LZ'. 11'Tl" .!1Flg!0- CHU11 i or 3
SAFE GRAVITY LOADS FOR 6" PRECASTWI 2" RECESS DboR U-LINTELS
10A . wava SAFE LOAD POUNDS PER LINEARFOOT
LENGTH 8RU6 apirs-lia smo-ou E!L2 2E!L2 mryi-on mm-op,
ORF6-10 MFIO-10 8AF14-ID Wrly-Ill ARF2.2-10 ORF76-10 BWZU-10
4'-4" (52") PRECAST I 6 15
1749 3355 37.80 4340 542f 6493 7657
1831 3699 5206 0639 8060
4'-B" (54") PRECAST 1494
15us 3063 2992 391RI 49411 5924 6mi
1750 3ma 5208 6639 6060 M79 10873
Y-8- (60") PREWT 866
920 1770 1716 2277 2639 i- 402 5- 900
1107 2401 4557 63119 OLGII
1 W (70") PRECAST 810
050 1653 1600 1 2M 1 2649 3174 37CO
1113 2342 41,42 Tk 80IL&.
G'-8" (OD") PRECAST 797
Do! 1825 3120 6040 7747 944B 7360
got 1825 3120 6048 7015 g479 i0m:;p,
6' (90") PRECAST U69
755 1490 2459 37?6 7239 5623
765 14100 2_4 T 3M_
5743
57TT g j;
0--0- (116") PRECAST 411
06 099 1568 2253 3120 1 '1091 3146
516 999 1560 2.5.3 m2a 1 Iii-
ILOADGFOR
55 DOOR U-1-INTELS
TYPE
LENGTH
I
BRUS 8RF6 RCMU
4' (52") PRECAST 758 757 1164
4'-6- (54") PRECAST 694 693 1073
V-0- (68") PRECAST 408 407 055
5'-10-(70") PRCCAST 362 361 61 G
6-8' (80") PRECAST 595 788 464
V-6' (90") PRECAST 509 6711- 363
g'-8' (I 16") PRECAST 370 490 214
1) THE NUMBERS N PARENTHESIS ARE PERCE14T REDLICTIONS FOR GRADE 10 SEE GENEM. NOTE I a
FIELD ADDED REBAR. SEE GENERAL NOIE, NO. 4
I) lbadol. 12) 5-1/1' k.9 WtIII, .1 %a ad, 1.
11,10 4DOO "1
t1, FrIol two
1110,41 W, nf."Ing and g,.V,g.
o-A pi 3) Ill. W.,lor .,f- C( North Imll-red to M16-r llftll- h.11 h.,
a 'MIng .1 at.,. Ppvtd W -,dwi dth Asia -112 0 pp ... ed coal q.
ae. -,pl I,.? - 1900 F.1
mWe 0111 AGIS Into 60
bond141Ileld od thrIA.C., . 11 161h Motor j"o,% . y1n) and wwnl L. 1) 111( 1,.d p,, ASW At ILL OW. M I.* 4b.Ild be eh,,Ii far the load 9 all the W.09 Iq..l
mlreqpar Mal C?1O Typo U or S Af,4;,d V"tkal land !pllld hnr,!2.Ljoad
2 M W. I.oi InW.., h-4 In .111.11P, 4 1.1, PW11rI b1qI
1.090fe1.41el I.d We Wr.knl IM
Lwafial; SIJ. We fir, 111d type Iftla Ind 8 Tust belo);d tt 209 1 LtA, h 1. We h.l, 15) For COMPIISAO Wet bf,01IN Pal thtwo, - 8,1, ).ad War, nowl War Alighl, rdio-
I" "
Th, gold W91h, Pat lhom 1- .[a lead frorn a.[ lortmolt imp IP-
1) p-M, (,it M.I., bad .4 ]led InI.I.
11)
7) 50. reed, or. Id.
4) The munnImf IP pfentharls l4clo4let the petcont vaducDon ter
9.da 40 flow CM,4 .be, 111) Earn 1.4, I.,,d . ratlart! d.Nn .V,.p,, ACT LIN end Ap 310
L"A. 7 -10 .91, r"Iyr load - 6472 04es' I)MIld EF32157ld.5ren + M12 M) - 5501 pl,
to) mIl ble"I 1.4 -nih. abI.Im.1 I She Olal- by troAdinoforced
5) )YI at ad * . ..... L;, 'I'Al'$ '4'
IC11a.1 calI Mo5o" u4s FICAU) abor. he Mild to With balow:
and kogtr me .13
or ..... III Lit rIhna;4. EQLfqI . ITVa. 1. ;W11 1. Vi "a It W IlAyiF ,,it') tb,F%,jd.
Code S,t4n, 1604. 1 ., Ilpoc.bo
Met, ., iaq%Wd.
f-AdinZ
A,-pl-, Na 'o Z.1 7. 15'
7) Do. 17 leber onq ba It, In. 15 .We
5) IPA&V.af.a.ohnnoll Md edlh the
117.7.
I'lvpimlon, ]D,v. 01r
Try vZi
F'm-1500pi
aq ..I eI erch3o.l.vol
ad/. M-W.1 dat-lat.. 14i i SEE SUF LAICRIL LOAD
9) Ill. d,09mr Cray -ball. 111', 141114 landMlfl,ha th. We I..dll.U,, by
MILES FOR LON) IMTV4G
OR EACH ADDMINIALW.Det The .11 U. I- 1 -1. lair .1 d-..y Pa. Dr.
Into of ..,port, RE111FORCED c4u (RCW)
I 0) [lit. - 11.1 0.1.4
ruLL WUPISE
PRICE
1) UnItoor fitld dJ,d',.Wr to 4 located .1 the Who. .1 the Wd It. 1/2' CLR TYP 2) 15 REDAR 13.0di
DR40 or GRGO Ac 1 rr
SAFE UPLIFT LOADS FOR 8" PRCCASTNV/ 2" RECESS DOOR U-LINTELS
j) THE NMERS IN PARENTHESIS ARE PERCEW REDUCTIOITS FOR GRADE 40
FIELD AUDED REG&R. SEE GENERAL NOTE NO. 4
Iff-L-=GNATION
IF - "RED WMI GROCT11 / U - UTIFIIILD
Flit" OF OFMAII ATwoIOMOFLVrCLCMIYly'
8F16-1B/1T
L WARIv r Is
too.
Is nmaq AT Top
j noto
X 'd! 1-1/21 CLEAR
y
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mv.
re
Is REM At ROTIOVU.
b or urral, tAlmy
a it 114ACF20 -5/8- M.WLL MIAMI) 111 tollft7 (
VARIm) 8* hvmDk nora
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R. ZI I7 9
Compton', "-ia, like 111"'hl'IJ, DwIjI.ACPj,
Ampt",t0j. 0 T OFI I/ -rd* d6k, 7 Co'Iln' 11YOW101, vote c, 7,
JJ,-' CHAICIPARAINO 14by0391GR679
SEFFNER, FL 33504
FL, P.E. I in Nn A AIPC,
1 . Ef - . 1i
E _
n j31L 91.. 1 OCR OF isup. CAST-CRETE 8" LINTEL FABRICATION DETAILSGA9(3-
24' 0
0 n-(a
511M. DISU03-14 DWI By: too FAXIDID, 1,f. - xro, IF4415 SWEr NOT 10 STATE7&fIg - WE.. 06/0,19, 1 vwvlo FYI CE1 N A D. Ma " 810. NO. 4,1766 Fee suir _30r 3
Florida Building Code Online Page I of 2
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non Liq > Application DetailProductApprovalMenu > Product or ADolintion Search > Apohce
FL # FL6527-R8
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
Evaluation Entity
Quality Assurance Entity
Quality Assurance Contract Expiration Date
Validated By
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
01
Weyerhaeuser
PO Box 9777
Federal Way, WA 98063
253) 924-6476
Robert. BaldwinPweyerha euser. com
Jim Anderson
jim.anderson2@weyerhaeuser.com
Jim Anderson
PO Box 9777
Mail Stop WTC IKS
Federal Way, WA 98063
253) 924-4084
jim.anderson2@weyerhaeuser.com
Bill Brady
100 TJM Drive
Buckhannon, WV 26201
304) 473-5415
Bill, Brady@weyerhaeuser.com
Structural Components
Engineered Lumber
Evaluation Report from a Product Evaluation Entity
ICC Evaluation Service, LLC
1CC Evaluation Service
03/31/2019
James A. Rothman, P.E.
Validation Checklist - Hardcopy Received
FL6S27 R8 COI Certificate ofIndependence.od
Standard Year
ASTM D 5456 2013
ASTM D 7672 2012
https://vv-ww.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQw-tDqvNffJ8cGFlves... 2/1/2018
Florida Building Code Online Pao-e 2 of 21=
Product Approval Method Method I Option C
Date Submitted 06/20/2017
Date Validated 06/22/2017
Date Pending FBC Approval
Date Approved 07/03/2017
Summary of Products
I
FL # Model, Number or Name Description
6527.1 MiCrDl1am LVL Laminated Veneer Lumber
Limits of use Installation Instructions
Approved for use in HVHZ: No FL6527 R8 11 TI-9001.i)d
Approved for use outside HVHZ: Yes Verified By: Glyn Boone Florida #43580
Impact Resistant: N/A
Design Pressure: N/A
Other:
Created by Independent Third Party: No
Evaluation Reports
FL6527 R8 AE ESR-1 87.pdf
6527.2 Parallam PSL Parallel Strand Lumber
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL6527 RS II TJ-9001.odf
Approved for use outside HVHZ: Yes Verified By: Glyn Boone Florida #43580
Impact Resistant: N/A
Design Pressure: N/A
Created by Independent Third Party: No
Evaluation Reports
Other: FL6527 R8_ALjaa:j2aL2ff
T--Fi--b rStrand6527.3 LSL Laminated Strand Lumber
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL6527 R8 II Tj-9001.odf
Approved for use outside HVHZ: Yes Verified By: Glyn Boone Florida #43S80
Impact Resistant: N/A
Design Pressure: N/A
Created by Independent Third Party: No
Evaluation Reports
Other: FL6527 R8 AE ESR-1387-pdf
6527.4 TJ Rim Board Structural Composite Lumber or Oriented Strand board Rim
Board
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL5527 R8 11 TI-9001.13df
Approved for use outside HVHZ. Yes Verified By: Glyn Boone Florida #43580
Impact Resistant: N/A
Design Pressure: N/A
Created by Independent Third Party: No
Evaluation Reports
Other: FL6527 R8 AE ESR-1387.r)df
6527.5 Weyerhaeuser Rim Board Oriented Strand Board Rim Board
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL6527 R8 H EE-9001-.I)df
Approved for use outside HVHZ: Yes Verified By: Glyn R Boone 43580
Impact Resistant: N/A
Design Pressure: N/A
Created by Independent Third Party: No
Evaluation Reports
Other: FL6527 RS AE ESR-1387.pd
F17711
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 850-487-182
The State of Florida Is an AA/E-10 employer. Copyright 2007-2013 State of Florida, :: Privacy Statempn :: 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. It you have any questions, please contact 85CIAE7.1395. -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 emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To deterrnine ir you Ere a licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
M = 99 MER 0
rsamlsm"4
https:llv-A,w.floridabuilding.org/pr/Pr_app_dtl.aspx?param==-NvGEVXQNvtDqvl\4T-JgcGF 1 ves... 2/1/2018
1
AA Weyerhaeuser
1-888.453.8358 1 woodbywy.com
rt, MgM, ®rc Ely.
WARNING:
DO NOT walk on joists
until braced. INJURY
MAY RESULT.
LFNO5145
WARNING:
DO NOT walk on joists
that are lying flat.
WARNING: JOISTS ARE UNSTABLE UNTIL BRACED LATERALLY
BRACING INCLUDES: Blocking, Hangers, Rim Board, Sheathing, Rim Joist, Strut Lines
WARNING:
DO NOT stack building
materials on unsheathed
joists. Stack only over
beams or walls.
Lack of proper bracing during construction can result in serious accidents. Observe the following guidelines:
1. Properly install all blocking, hangers, rim boards, and rim joists at TJ18 joist end supports.
2. Establish a permanent deck (sheathing), fastened to the first 4 feet of joists at the end of the bay or braced end wall.
3. Safety bracing of 1x4 (minimum) must be nailed to a braced end wall or sheathed area and to each joist.
4. Sheathing must be completely attached to each TJ1@ joist before additional loads can be placed on the system.
5. Ends of cantilevers require safety bracing on both the top and bottom flanges.
6. The flanges must remain straight within 1/2" from true alignment.
This guide is intel7ded for the products shon in dry -use condifixis.
La Skurh Ava nt Tout
AVERTISSEMENT
Lire Attei7tivement
Les solives non contreventtes lat6ralement sont instables. Voir le guide
d'installation avant la pose des solives TJl9.
Ne pas circuler sur les solives TJIG avant qu'elles ne soient ad6quatement
contrevent6es. Risque de blessure.
Ne pas empil6es des mat6daux sur des solives avant d'avoir inslaU les sous-
plancher. Les entreposer temporairement au-dessus des poutres et murs.
La Seguricad Ante Todo
ADVERTENCIA
Por Favor Lea Cuidadosamente
Las viguetas son inestables hasta que sean reforzadas lateralmente. Vea la
gufa de instalaciofles antes de in talar ]as viguetas TJ16.
No camine sobre las viguetas hasta que sean apuntaladas.
No ponga materiales de construcci6n sobre las viguetas TJ1@ antes de instalar
el triplay. Ponga materials 6nicamente sobre vigas o muros.
FLOOR
Allowable Holes:
Trus Joist& TJI@ Joists .............. I
TJI@ Joist Nailing
Requirements at Bearing ........... 2
Installation Recommendations ....... 2
TJIO Joist Floor Framing ............ 3
Fastenin.cr of Floor Panels ........... 3
Rim Board Details and Installation .... 4
Floor Details .................. 4-5
Cantilever Details ................ 5
Filler and Backer Blocks ........... 5
Web Stiffeners ................... 6
Framing Connectors ............... 8
I [— IY4"
I V4`-1 3A' "i
91/21,
14
16"
TJI1D 110 joists
ROOF AND WALL
Allowable Holes:
Trus JoistmrimberStrands LSL
Wall Studs ...................... 2
Web Stiffeners ................... 6
Typical Roof and Wall Framing ....... 6
Ceiling Joists .................... 6
Roof Details ..................... 7
Framing Connectors ........... * ' * ' 8
Shear Blocking and Ventilation Holes. . 8
TJI8 Joist Nailing
Requirements at Bearing ........... 8
21/16"
F" I V4`-1;f"
9 1/2
3A
117/81,
14,
16"
TJl0 210 joists
I r 2V16"
I V431-1 3A"
9V2"
3A I 17A"
14'
T.1115 230 joists
BEAM AND COLUMN
Allowable Holes:
Trus JoistaDTimberStrand(P LSL,
Parallam@ PSL, Microllam@ LVIL
Headers and Beams ............... 2
Beam and Column Details .......... 9
Beam and Header Bearings ......... 9
We at Weyerhaeuser are committed to working safely and want
to remind you to do the same. We encourage you to follow the
recommendations of OSHA (www.osha.gov) in the U.S. or provincial
regulations (www.canoshweb.org/erur) in Canada regarding:
Personal protective equipment (PPE) for hands, feet head,
a no eyes
Fall protection
Use of pneumatic flaifers and other hand tools
Forklift safety
Please adhere to the Weyerhaeuser product installation details,
including the installation of safety bracing on unsheathed floors
and roofs.
r 2 5/16
fl
9Y2"
117A"
14"
16"
TJl@ 360 joists
3 V2"
9 i
7/161" 1 7/g
14"
16'
TRID 560 joists
Some TWO joist sizes may not be available inyourregion, Contact your Weyerhaeuser representative for more information.
DO NOT cut holes
in cantilever
reinforcement
DO NOT cut or
notch flange.
Min. distance from Table A
F\ W1 2 x Di I D1
i
No field minimum
cut holes applies to all
in hatched holes except
zone knockouts)
Closely grouped round
holes are permitted if
the group perimeter
meets requirements for
round or square holes
IY2" hole
may be cut
Min. distance from Table B anywhere in
web outside of
hatched zone
L2 2 x L2 d 12 / 17
minimum No field
cut holes
in hatched
zone
Do not cut
holes larger
Ulan 1 V2 " in
cantilever
Table A —End Support: Minimum distance from edge of hole to inside face of nearest end support
Jo ist Round Hole Size Square or Rectangular Hole Size
Depth 2' 3' 4_71 6V2-- 87/o" 11',. .13" 72" 3" 4 W27 87W 1 V 13'-
110- 1-0 P-6" 2'-0" 1 T-0" 1'-G" 1 1'-6" 2'-6" 4'-6`
Th", _7
210:11
230-'
1'- 0'
F-6"
1 4
2'-D"
T-6
T-66"
T-6
T-6"
l'-O
P-0"
2'- 0"
2'-0"
2'-6"
T-O"
5,-0,
T-O"
360-- P-6" 2'-0' T-0" 6'-0' T-6- T-6'
560, P-6" T-V T-Y T-D" Z-O' T-O" 4'-0' 6'-0"
110 IA" 11-0" P-6" T-F 5'-6- 1 -0 1 -6' 2'-0" 4'-6 6 -V
210 I'A" 1 1'-6" 2'-D' 3,-0" 6,-0" 4. 1'-6" 2'-6" 5'-0' 6.1
11 7W 230 , P-O" 1 P- 6' T-O" T-0' 6'-6" P-0" T-O" 2'-6" T-6" T-0
360.: F-6" 2'-0" T-O" 4'-6" T- 0 1'- 6 2'-6- T-6" 6 T-6"
F-6" 2'-6" T-O" T-6" 8'-0" T-6" T-6" 4'-6- 7-0- 8'-0"
110- 1. T-0' T-6" P-6- 1 '-0" P-6" T-6' 6'-0" 8'-G"
21 0 6'. FY 1 -0" 2'-0 T-6" 6'-0" 11-V 11-01, 2'-0" 4'-0' 61-6- 8'-6-
23V, V-0" P-O" P-O" 1 2'-6- 41-0" 71-0" 1-4- F-0" 2'-0" 1 4 4' T-O" 9'-0"
3601-` V-0` P-0- P-6" T-6" 5'-6" 8'-0' V-0' P-6- T-6' 6'-0' 8A" 9'-6"
56V l'- 0 P-0" 2'-D" 4'-6" 6'-6" 9'-0" P-6" T-O" 4'-D" It T-O" 9.-0. 10--o.
IA., Y-0' P-D" V-0' 2'-0' T- 0" T-O" F- 0" p-0. 1.-0. 3,-D. 5'-6- T-6" 10'-0'
210 l'- 0 V-0" V-0" V-0" 2'-6" T-6" 6'-G" V-0" 3, -0., 6'-6" T-O" 111-01,
16": 230 V-0" P- 0' V-0" V-6" T-O" 4'-0' T-T P-0" 1'-0' P-0" T-6' T-0'
1'-0" I'A" 2'-6" 6 6-6 9-0 1 -0' 1 -0 1'-6' 1 5 -0' 9-0 10 A" 11 -6
560 P-0" F-0" 1'4' 2'-6' 5'-0' T-6' 10'-0' V-0" 2'-0' T-0' 6'-6- 10'-0" 1 V- 0" 12'-0—
Table B—Intermediate or Cantilever Support: minimum distance from edge of hole to inside face of nearest intermediate or cantilever support
f6jit Tile
Round Hole'Size Square or Rectangular Hole Size
4" 6Y2";- 87/S ll,.
7
lr 2"_ - 3" T: 4 61h72, 87 11 13
110 2'-0" 2'-6" T-6" T-6" V-6" 2'-6" T-6" 6'-6"
210
23 0
2'-0"
2'-6"
TmV
T-0'
T-F]
4'-0'
Fo;
8'-6"
1I
1 . -1
T-O"
2'-0"
T-O"
3'- 6"
4-4- 1
1 4'-6" i
T-6"
T-6"
S P
z,360, T-0" 4'-0' T-6" 9'-0' A 3'- G" 4'-6 5--6. 8,-(
T-6" T-O" 6'-0" 10'-0' 4'-G" 5'- 6 6'-6" T-V 1
1'-0" P-V 4'4' 8'-6" V-0" P-V 2'-6- T-0' 9'-6-
210 V-0" P-O" T-O" 4'-6" 9'-0" V-0" 2'-0" 1 T-O" T-0. 10'-0"
1 W' 230 P-0" T-0- 2'-6" Y-O" IT-0111 P-o" 2'-6" T-6' 8'-6- 10'-6'
360 T-0 3 '-0" 4-4- T-O" 11--V 21-0- T-6" T-O" 9'-6"
56G.- l'-6" T-0" 4'-6" 8'-0" IT-O" 1 i T-0' 4'-6" W-T 10'-6- 12'-0' 1 i
I I a P-O" P-0" P-0" T-0- 4'-6" T-6" 11 P -01. P-o" 5'-0" 9'-0 IT-0
210 11-0" P-0- P-0" 2'-6- 5'-6" 9'-6- V-6' P-0 T-O" 6'-0" 10'-0" 1 IT-011
z' 14" 230 17-0- T P-0- P-O" T-6' P-01. P-0" i 2'-6" 6'-6" ll'-0 1. IT-6"
z 360 V-0" V-0" T-01, 5'-6 8'-6" 12'-6- 0. 2 '-0' 4'-C' 9'-b' IT-O" 14'-0'
560 P-T P-0" P-6" 5'- 6 9'-6" 13'-6" 1-0 3'- 0 5'4" 10-4- 13'-6" 1 5A"
1'-0, 2'-6" T-O" 81- 6" T-6' 8'-6' 1 P-6' 15'-0'
210- 0" 1,-0" 1'-0" I,-o,, T-V 6'-0" 10'-0" V-0" V-0" P-O" 4'-6" 10-4- 12'-6" 16'-0'
16" 230 P-0" 1'-0" 1'-0" 1'-B" V-0' 6'-6' 11'-0" J'_0" J.-O. T-O" 10'-6" 13'-6" 16'76",
360 1'-0" 1 114" P-O" T-O" W-6" 10'-0" U-6 1 4' 1 '-0" T-O" 7' -6" IT-O" 14-6' 4'
L : 560 P-0" 1 V-0" 1 P-0" 1 2'-6" T-0' I I'-G" 15'-D" i P-0" 0" T-6" 91-0. W-6a 16'-0" 18'-0" 16, 0"
Leave 1/8" of web (minimum) at top and bottom of hole. DO NOT cut joist flanges.
Tables are based on uniform load tables in current design literature.
For simple span (5' minimum), uniformly loaded joists used in residential applications, one maximum size round hole may be
located at the center of the joist span provided that no other holes occur in the joist.
1.55E TimberStrand@ LSL Headers and Beams
2 x diameter of the largest hole (minimum)
1/3
GENERAL NOTES
Allowed hole zone suitable for headers and - Round holes only.
beams with uniform and/or concentrated n No holes in headers or beams in plankloadsanywherealongthemember. orientation.
Other. Trus JoistD Headers and Beams
1 3E Microllam(D LVL and 2 x diameter of
TimberStrand(D LSL Parallam& PSL hole the largest hole 1/3 depth
hole zone , zone ri(minimum)
d
MicrollamO LVL and
Parallam@ PSL
allowed hole zone
middle 1/3 span
ad UE TimberStrand@ LSL allowed hole zone ' d li;?
GENERAL NOTES
Allowed hole zone suitable for headers a Round holes only.
and beams with uniform loads only. a No holes in headers or beams in plank
No holes in cantilevers. orientation.
TimberStrand@ LSL Wall Studs
ole zone
1.55E TimberStrand@ LSL
Headv-or
Bearn'
D e PW.
Maximum
Round Hole
1 Siz
I
e
4M7 YW M'--
91W. 9 3l'
V, 'l-J I 7A Nil'
See illustration for
allowed hole zone,
DO NOT cut, notch, or
drill holes in headers
MY,
or beams except
as indicated in the
illustrations and tables.
Other Trus Joist@ Beams
4j dLu o r.-
Beam -:-I
Pepth
M a Am u rn-
Round Hole
43Awl:
IY4l
7 YV-20"-:
See illustration for
allowed hole zone.
One notch may be cut anywhere except the middle Y3 of the length of the stud or column.
Holes may he drifted anywhere along the length of the stud or column but must be at least Vs" from the edge.
5/8" minimum edge distance Maximum notch: D7NMaximumdiameter: 13/a" for 3V2" 7/8" for 31/2" thick walls N.
thick walls (11/8" in Canada); 13/8" for 5V2"-117/8"
thick walls DO NOT cut a notch
2YI6" for 5Yz" 117/8" thick walls and a hole in the
113/16" in Canada) same cross section.
TJ115 Joist to Bearing Plate
I'A" TJO Rim Board or 11/4" TimberStrandD LSL
3 One 8d (0.113" x 21/2") nail each
1 side. Drive nails at an angle
at least IV? from end.
IY4" minimum end bearing for 3Y2" minimum intermediate
single-family applications bearing; 5V4" may be required
for maximum capacity
Shear transfer nafflng:- Ilse connections equivalent to floor panel nailing
schedule. See page 4.
Rim to T.118 Joist
I A " T.110 Rim Board, I Y4" TimberStra nds LSL,
or TJ 10 110 rim joist:
One 10d (0.131" x 3") nail into each flange
TJIO 210, 230, and 360 rim joist:
One 16d (0.135" x U21 nail into each flange
1Y4" minimum
bearing
RECOMMENDED COMPONENTS
Weyerhaeuser Edge Gold" floor panels
TJI1D joists
11/8" TJ@ Rim Board or 1V4" TimberStrand& LSL
Squash Blocks to TJl(D Joist
Load bearing wall above)
One 10d (0.128" x 3")
nail inti
Also see detail B2, page 5
TJI@ 560 floor joist
TJI@ 560 rim joist.
Toenail with 10d (0.128" x 3")
nails, one each side of
TJIO joist flange <
11; h
Locate rim boaTdj . oint between joists /UP VY -1' UP bbu rim joist
Install panels
ht-side upApplyaY4" or larger
bead of adhesive
At abutting panel &0_11
edges, apply two V4 Maintain a V8" gap at all panel ends
beads of adhesive and edges to allow for expansion.
T&G edges self -gap to 1/8".
RECOMMENDED ADHESIVES
Weyerhaeuser recommends using solvent -based subfloor
adhesives that meet ASTM D3498 (AFG-01) performance
standards. When latex subfloor adhesive is required, careful
selection is necessary due to a wide range of performance
between brands.
Nail panel to joist at 12" on -center in field and 6" on -center
along panel edges. Apply fasteners 3/s" from panel edges.
For Y4" panels, use 8d (0.131" x 2V2") or 6d (0.120" x 2")
deformed -shank nails or other code -approved fasteners.
For 7/8" panels, use 8d (0.131" x N") or 8d (0.120" x N")
deformed -shank nails or other code -approved fasteners.
Fully nail floor panel within 10 minutes of applying adhesive
or sooner if required by adhesive manufacturer).
Screws may be substituted for the nails noted above if the
screws have equivalent lateral load capacity.
TWO joist floor framing does not require
bridigng or mid -span blocking
DO NOT use sawn lumber for
rim board or blocking as it
may shrink after installation.
Llse only engineered lumber.
TJI@
rim joist
E!;kkIgi
See Filler and Backer
Blocks on page 5
Use BI or B2 at
intermediate bearings with
load bearing or braced/
shear wall from above
End of joists at
centerline of
support
Protect untreated wood from
direct contact with concrete Struct ral
sheathing
1V2" knockouts at approximately
12" on -center See
Allowable Holes
Bearing plate to be flush with on page 1
inside face of wall or beam
INSTALLATION T-IIPS
Subfloor adhesive will improve floor performance, but may not be
required.
Squash blocks and blocking panels carry stacked vertical loads
details B1 and 132). Packing out the web of a TJI1D joist (with web
stiffeners) is not a substitute for squash blocks or blocking panels.
When joists are doubled at non -load bearing parallel partitions
space joists apart the width of the wall for plumbing or HVAC.
Additional joist at plumbing drop (see detail at right).
Joists must be laterally supported at cantilever
and end bearings by blocking panels, hangers,
or direct attachment to a rim board or rim joist.
WAR
F-165ts are unstable'uhtil
Rim board joint between joists
11/8" TJ@ Rim Board or
1V4' TimberStrand@1 LSL
Safety bracing (1x4 minimum)
at 8' on -center (6' on -center
for TJI@ 110 joists) and
extended to a braced end wall.
Fasten at each joist with two
8d (0.113" x 2Y2") nails mini-
mum (see Warning on cover).
See Exterior Beck
Attachment on
page 4-
Joist may be shifted up
to 3" if floor panel edge
is supported and span
rating is not exceeded.
Do not cut joist flanges.
Plumbing drop
Additional joist is
required if floor panel
edge is unsupported
or if span rating is
exceeded.
DETAIL SCHEDULE
End. bearings (see page 4) Hanger Details.....
with blocking panels- M 1/4' reinforcement both. sides. more connector information on page 8) -
with TJ115 rim joist reinforcernent_ t to e page 8) - - fila i6is beam (se
with, rip board-: dick cantilever: to.JAID joist.to joist (see- page 5),
intermediate bearings* (see Pago). t brac' permanen ing: 10 'Tjlo joist on masonry wall or steel-.
ith blocking panels_to su -port Cantilevers les-s:than 5 (see -page 5)
beam (see page 8)
Other detailsloadbearingwallabovereiniorc:6rnen --on -one- side,. t
With squash blocks, to su'ppo rt with -vertical blocking butting joists with blocking panel s
load bearing W` 11 bove-': a a
4, -reinforcement bothsides.,:
with -vertical
Jsee aboveY
column support (see pgewithoutblockingpanelsor - blocking......-..-.
4)
q s a. vesquashblok (nowall bo Y4'. reinforcement on one. side, eril or deck attachment (see page 4):-:-:
Cantilever details (see page 5) with horizontal blocking web stiffen6rs (seepage 6)''
flo reinforcement 47rp.inforceffie- both si beam detai s see page 9)
Y4',':, re i n f rc. e im e n t o n 6 n e s i d 6.
7
with ho6zontal blocking
horizontal
6016 m n details, (see page 9).
EU.: blocking, no.reinforcement
Ioad bearing wall must stack over wall below. Blocking panels may berequired at bracedlshear walls above -or below.
JAVELINO SOFTWARE FRAMING PLANS
dlr--%A K-th d1ah
QVWQO Web stiffeners required on each side of joist at bearing. Refer to your Javelino framing plan.
Bearing requirements as shown on the JavelinO framing plan are job -specific and supersede minimum bearing requirements listed,
Guidelines for Closest On -Center Spacing per Row
Rim board
afl siz, TirnberStrandG LSU.
Microllam.
LVL: i
ParallarnQD.
PSL110, 210,, 1 360 and
560 11/8" TJand230 T1 mberStrandO LSL oir wider
8d (0.113' x 21Y), 8d (0.13 1 x 2Y2') 4" 311 1 6" 4" 3 u 4" 4"
10d (0.148" i 3") 12d (0,148" 3VV') X X 4'(3) 4 1 6' 4" 4' 5" 4"
113d (0.162' x 3h"):: 6" 16"(4) 1 6"M 6'(511 8-0) 6.1 1
1) Stagger nails when using 4" on -center spacing and maintain 3/8" joist and panel edge distance. One row of fasteners is permitted (two at abutting panel
edges) for diaphragms. Fastener spacing for TED joists in diaphragm applications cannot be less than shown in table. When fastener spacing for blocking
is less than spacing shown above, rectangular blocking must be used in lieu of TAO joists.
2) For non -diaphragm applications, multiple rows of fasteners are permitted if the rows are offset at least 1/2" and staggered.
3) With 10d (0.148' x 11/2") nails, spacing can be reduced to 3" on -center for light gauge steel straps.
4) Can be reduced to 5" on -center if nail penetration into the narrow edge is no more than IV4" (to minimize splitting).
5) Can be reduced to 4" on -center if nail penetration into the narrow edge is no more than IV4" (to minimize splitting).
Recommended nailing is 12' on -center in field and 6" on -center
along panel edge. Fastening requirements on engineered drawings
supersede recommendations listed above.
Maximum nail spacing forTJ1@ joists is 18" ofl-center.
14 ga. staples may be substituted for 8d (0.113" x 2V2") nails if mini-
mum penetration of I" into the TJl@ joist orrim board is achieved.
To minimize splitting, maintain edge distance and
row spacing of &2x nail diameter or 3/8", whichever is
greater. Multiple rows must be staggered and,equally
spaced from the centerline of the narrow face axis.
For recommended nailing and adhesives, see
INSTALLATION RECOMMENDATIONS on page 2.
Plate nail 2x4 or 2x6 stud wall at
Plate nail 2x4 or-2x6 stud wall at
16" on -center, maximum 16" on -center, maximum
Floor panel nail Floor panel nail
When panel
Rim board to TJI@ joist thickness Rim board to TJI@ joist When panel
11/8" TJ@ Rim Board exceeds Y8", 11,14" TimberStrandO LSL
thickness
exceeds Y8", or
trim sheathingJY4" TimberStrand@ LSL rim board WX trim sheathing
see nailing schedule below)
tongue at Attach sheathing per tongue at
rim board nailing schedule (below) rim board
Toe nai1111I Toe naill
Rim board to TJ10 joist TJI joist spanning Rim board to TJI8 joist TJI@ joist spanning
i n either direction 12" minimumi in either direction
Sheathing may be attached TJIO joist to plate Install proper blocking to TAO joist to plateasshowninA3.4 support all panel edgesWebstiffenerrequiredon
both sides at A3._W ONLY Web stiffener required on
both sides at A3.4W ONLY
Specifications:,:, Rim Board Installation Detail U[2),:'.
AU A3.2 A 3.3 A3 4:
Minimum Rim Board -Thickness.- 11/81, IY41- 1 Y4" 1Y411
Plate Nail-16d (0.135", x 3Y2"). 16" G.C. 1 16" o.c. 1 16" o.c. 16" o.c.
Floor Panel Nail-8d (0.131- x 2Y,") 6" o.c.
Rirn Board to TJI@Joist-10d (0.1311 x 3") One into each flange
Toe Nail-1 0 d (0.13 1,, x 3" 6" o.c. 6" o.c. 4" o.c. 6" o.c.
T.1110 Joist to Plate--7'—Bd (0.113" x 2!/?)':i Two nails driven at an angle into bottom flange, one each side of web at least 1Y2" from end
Wallfra.ming
Shbathin'
Percode Percode
1 7 e structural 1 3/8" structural I
sheathing(3) sheathing in all areaS(4)
8d (0.131' x 2V2") 8d (0.131" x 2 Y2.
at 6" o.c. at 4" o.c.
8d (0.131" x 2 i") at 12' o.c.
Bo uhdary, N. ailing _:.i'2:L'
Intermedial:6 Nailing-..-
Maximunf Latual Load (plf) 220(5) 1 300(5) 350(6) 56016)
1) All sheathing must be properly blocked and nailed.
2) Verify the lateral capacity of the wall. Not all types of code -allowed wall construction provide the same lateral resistance. Check with your local building
officials or the design professional of record.
3) Detail AU must he a segmented wall, location of full -height structural sheathing per code.
4) Sheathing must be continuous over all plate -to -plate and plate -to -rim board interfaces and may butt together at mid -depth of rim board as shown in
A3.4. At foundation, fasten the bottom edge of the sheathing to the sill plate.
5) Maximum lateral load capacities are for seismic design applications. No further increases for duration of load are allowed, except loads may be increased
by a factor of 1.4 for wind design applications.
6) Capacities must not be increased for duration of load.
Toe nail
Plate nail Blocking panel:
11/8" TJO Rim Board,
IV4" TimberStrand LSL,
or TAB joist
Rim -to -
joist nail
Web stiffener required on
both sides at A1W ONLY
Attach blocking per A3. 1 in rim board installation
table above
Plate nail
Web stiffener required on
both sides at A2W ONLY
Toe nail
TAID rim joist
Must have IVI" minimum joist hearing at ends. Attach
rim joist per A3. 1 in rim board installation table above.
Load from above
2x4 minimum squash
blocks; match bearing
area of column above
VI 6
Use 24 minimum squash blocks to transfer load around TWO joist
Exterior Deck Attachment
Structural exterior
sheathing %
Flashing
Treated 2x
ledger
Staggered bolts
11/8" TJID Rim Board or
IV4" TimberStrandO LSL
Corrosion -resistant fasteners required for wet -service
applications
Shimmed Deck Attachment
Siding
Weather -resistive barrier
Flashing
I;V TJ@ Rim Board or
IV4" TimberStrand& LSL
Washers or prefab spacers to
allow for drainage. Maximum
airspace is V2". Add sealant.
Staggered bolts
Treated 2x— ledger
Structural exterior sheathing
Treated sill plate
Maintain 2" distance (minimum) from edge of ledger to edge
of fastener Stagger bolts.
4, ,
VMS i : 1 i , qingg' - - w - . a-m .- -- ; __ "
V, oligq— , vy, 5INSINT -o-M
Load hearing or bra :e(Vshea r wall
above (must stack over wall below)
Blocking panel: 1W T)" Rim Board,
11A* TimberStrand LSL, orTPjoist
W minimumAsquashblocks
o(CM
I'Velo stiffener required on both
sides at BIW or B2 V ONLY.
Blockirtz Panels maf be required with bracealshear walls
aboyeDrbelow—seenetall,61
S4-p-t. ew—MMENILEVIEWOUJU 'i::1
No load bearing wall above
41*
0 Blocking panels may he required' with britcedlshearwellsaboyeorbeliow—see detail 81
At PBl, cantilever back span 8' diameter maximum hole for 11%16' 14: TP Rim Board or
must be permanently braced deep blocking panels; 6' diameter maximum I V TimberStrandT LSL
With either direcl-applied ceiling for blocking panels 9W deep or shorter than closure, typical
along entire length or permanent 12' long. Do not Cut flanges.
bracing at V points. See detail
below for conmecfions Vkb stiffener
quired on both 4'-0* length of H'
sides at E1W ONLY reinforcement maximum
1W TP Rim Board or cant ilevert an on- side at 12,
1Y, TimberStrands LSL, both sides at ES. Attach to joist
typical- Nail with flange with go (0.131* x 2W)
10d (0.131* x V) nails, nails at P on -center. Men
one each at top and reinforcing both sides,
bottom flange stagger nails.
1h
Nail through 2)L cantilever, woodAbacker, and TJIe joist web with 2 rows
12' length of 34'
10d (0-148* x 3') nails at 6' on -center,
clinched. Use l6d (0.135' x 3M nails
reinforcement an one side at
Wood
backer with TIP 56D joists. F1 applies to
E5/E7, both sides at ESIE8. uniformly leaded joists only.
Attach to joist flanges with
one Bd (0.131' x 2W) nail at 6'-0' length niTJlmjoist reinforcement (2'-0'
each comer. Less than maximum cantilever) and filler block at E4. Attach
5. to joist web with 3 rows I Oil (OJ48' x 3') nails at
Blocking panel between each joist. Nail rim to blocking pane[ and 6' on -center, clinched. Use 44' length with 914'
TOPFulldepthverticalblockingatESandblockingpaneltopatewithand11W joists. and allach to joist web with
2 rows 10d (0.148' x 31 nails at 6' on -center, EG, horizontal blocking at EVEBIE9. connections equival "t to fl' or
clinched. Not for use With TJI@ 560 joists. panel schedule (EYEWE9)
two 2Y' screws for 2x-
strapping connections
Apply subtloar anhasive to all
contact surfaces
When SPECirffld Do ME layoull
one at the bracinff options
shown at fight is required F Two Bd (0.113' x M") nails
of M, screws, typical
Directly applied ceiling
VM - M_=__ - - - MWD1,13 CM
Backer black both
sides of web with
single Tile joist
DOUBLE 101- JOIST FILLER BLOCK
Sinlille-Family Apprications: Attach with
ten 10d (0.128" x 3') nails, clinched ,
Use ten l6d (0.135' x 3W) nails from
each side with TJJtw 560 joists.
lod (0129"11,3tmagsl clinched*'
x 3 j") WW,
side wrifif-1111 `560 - sjoist
HANGER BACKER BLOCK
Install tight to top flange (tight to bottom flange with face mount hangers).
Single-F2mily Applications: Attach with ten 10d (0.128" x Y) nails, clinched
when possible.
Opphiitfiiii'A't- St2C with fifteen 10d (OX
Filler and Backer Block Sizes
TJM, 110 210 560
D,ptb,- 14' or SW.or . 14' or
230or3BB
9'11 GM' crl 14- o7
16.
Filler-
Blockt) - 2%6 2A 2.6 -, W W , W 2.6 ki- I 2x8 + W Two Twoi
Detail 117) Sheathing sheathing sheathin; sheathing Zxfi W
Cantilever 26 J 240 2iG + Vt- 12x10 + 3W 2K6 + 11' 2xlO + 4' NotFlllif': V-V I B.-D.
I sheathing sheathing sheathing sheathing ppljca toDetallE4) long 1 long 4'-0* long G'A" long 4'-D" long V-9, long
Backe r
Block(')-
Del.211 I'll A' or 34" W or 1W A" or I' net 2x6 ZX8
or:H2)_
1) Ir necessary, intease filler and backer blach height forfaM Mount hangerS and maintain 11i" gap at
101p of Joist- See detail W. Filler and backer block dimensions should accommodate retained nailing
without splining- The suggested minimum length is 2V lot fillet and 12' [or backer blo.ks.
Gap:
Va" minimum
2Y4" maximum
116" for
Three 8d (0.113" x 2V2")
TJllD 560 nails, clinched. Use three
joists)
16d (0.135" x M") nails
for TJIO 560 joists.
Web stiffener both sides.
See sizes below.
Tight fit
DETAIL- SCHEDULE
WEB STIFFENER REGUIREMENTS
equired at all
birdsmouth cuts,
Required at all
sloped hangers. "A.
Required if the sides of the
hanger do not extend to
laterally support at least Mill'
of the TWO joist top flange.
Only required at intermediate
bearing locations when noted
on framing plan.
Joists must be laterally supported at cantilever and end bearings
by blocking panels, hangers, or direct attachment to a rim board or rim joist.
Double joist
may be
required
Notch around
TO joist top
f lange
Safety bracing (1x4 minimum)
at 8' on -center (6' on -center for
TJ 10 110 joists) and extended to a
braced end wall. Fasten at each
joist with two 8d (0.113" x 2Y2")
nails minimum. (See Warning
on cover).
X'M -'.z 2x4 block for
Blocking panels r soffit support
shear blocking optional
for joist stability at
intermediate supoorts
24'r
max.
Install cripples
tightto king stud WONNO
at each end of
hea, aterafy brace
see W" arning. oncb ei
Joists must be laterally supported at cantilever
and end bearings by shear blocking, hangers, or
direct attachment to a rim board or rim joist
Let -in
bracing
Studs must be
I
Safety bracing.
I
q
doubled when Lack of proper Seenotchedinmiddle
third of length.
bracing can Allowable
Refer to hole charts
result in serious
accidents.
Holes,
for allowable holes page I
and notches.
TimberStrand@ LSL blocking:
I row at 10'-16' height
2 rows at 16'-24' height
3 rows at 24'-30' height
Ceiling Joists
Ceiling joist must be
Lateral bracing
braced at 18" on -center
required at
end bearings
Do not bevel cut
joist beyond inside
face of wall
Shear blocking:
11/8" TJ@ Rim Board,
IV4" TimberStrandg, LSL,
or TJl@ joist
Web stiffener
required on both
sides at R1W ONLY
Beveled bearing plateF
required when slope
exceeds Y4:12 at ZA walls
and 118:1Z at 2x6 walls
adjacent span maximum
Beveled web stiffener
required on both sides.
Cut to match roof slope.
TJ10 joist
flange must
bear fully on
plate Birdsmouth
cut must not
overhang
inside face
2A block for of plate
soffit support
AtA.
Birdsmouth cut allowed at low end ofjoist only
V-cut shear blocking:
IV4" TimberStrandO LSL
rim board
Web stiffener
required on both
sides at RM ONLY
Variable slope
seat connector
V3 adjacent span maximum
Intermediate Bearing
Blocking panels or shear blocking maybe specified
for joist stability at intermediate supports
Web stiffener
required on both
sides at R7W ONLY
Twist strap and backer block
required at R7S with slopes
greater than 3:12. See Nailing
RpniflrPmPntS nage 8
Beveled bearing
plate required when
slope exceeds Y4:12
at 2x4 walls and
1/8:12 at 2x6 walls
2 rows
8d (0.113' x 2V2")
nails at 8" on -center
20 one side. Use 2x4
both sides if joist
spacing is greater
than 24" on -center.
1 V21'
Beveled 20 block with
beveled web stiffener
on opposite side of web
Birdsmouth cut allowed at low end of joist only
2 rows
8 d (0. 113 " x 2 V2")
nails at 8" ofl-center
2x4 one side. Use 2x4 both
sides if joist spacing is
greater than 24" on -center
Beveled 20 block. Second
beveled web stiffener
required on opposite side
at R10W ONLY
Beveled bearing
plate required when
slope exceeds V4:12
2x4 one side. Use 2x6
if joist spacing is greater
than 24" on -center.
d (0.128" x 3")
ils at 8" on -center
J 2x4 block
Beveled web stiffener
on both sides
Birdsmouth cut allowed at low end of joist only
LSTA18 (Simpson or USP)
strap with twelve
10d (0.148" x 1V2") nails
Double beveled V / -
bearing plate
when slope
Web stiffener
exceeds V4:12 required on
both sides at
R14W ONLY
Additional blockinga
may be required for
shear transfer
Strap nails:
Leave 23/8"
minimum end
distance
APPROVED HANGERS
The following manufacturers are approved to supply hangers
for Trus Joist@ products:
Simpson Strong -Tie Co., Inc.: 1-800-999-5099
USP Structural Connectors: 1-800-328-5934
Hanger design loads differ by support type and may exceed the
capacity of the support and/or supported member. Contact your
Weyerhaeuser representative or refer to Weyerhaeuser software.
Top mount
hanger
Face mount
hanger
Hanger height must
be a minimum of 60%
of joist depth
NAILING REQUIREMENTS Web stiffeners required if the sides of
Fill all round, dimple, and positive angle holes with the proper the hanger do not laterally support at
nails. Hanger nails are usually a heavier gauge because of the least '/8" of the TJI@ joist top flange
higher loads they need to carry.
Unless specified otherwise, full capacity of straps or
connectors can only be achieved if the following nail
penetration is provided:
FACE MOUNT TOP MOUNT Flush bearing plate required.
Muirritim /4" overhang
10d (0.148" x I V2") IY2 minimum IV? Minimum permitted at beam.
IY2" minimum, 10d (0.148" x 3") 3" minimumclinched
IY4" minimum,
16d (0,162" x 3V2") 3Y2" minimum
clinched
Top mount hangers should be fastened to TJI@ joist headers
with 10d (0.148" x lV2") nails. Fasten face mount hangers
to 3V2" or wider TJI@ joist headers with 10d (0.148" x 3") or
16d (0.162" x 3V2.") nails.
CONNECTOR INSTALLATION AND SQUEAK PREVENTION TIPS
Nails must be completely set.
Leave 1/16" clearance between the member and the support
member or hanger.
Joist to beam connections require hangers; do not toenail.
Install the supported member tight to the bottom of the hanger,
Reduce squeaks by adding subfloor adhesive to the hanger
seat.
On Simpson Strong -Ties VPA connectors, bend the bottom
flange tabs over and nail to TJI0 joist bottom flange.
LSTA24 (Simpson or USP) strap
with twelve 10d (0.148" x IV2")
nails required at H5S with slopes
greater than 3:12
Additional blocking may be
required for shear transfer
Strap nails: Leave
23/8" minimum end
distance
1!9 A&. — Variable slope joist hanger. gypi Llj j Beveled web stiffenerWKWO
required on both sides.
Filler block: Attach with ten
10d (0.128" x 3") nails, clinched.
Use ten 16d (0.135" x 3V2") nails
from each side with TJIO 560 joists.
A&I LSTA18 strap required at H6S
with slopes greater than 3:12
TJO Rim Board or TimberStrand@ LSL for shear blocking
between joists). Field trim to match joist depth at outer
edge of wall or locate on wall to match joist depth.
For TWO joists with slopes of 10:12 to 12:12, the
vertical depth of shear blocking at bearing will
require 1 Yo " TJO Rim Board or I V4 rimb erStrandO LSL
that is one size deeper than the TWOjoist. DO NOT use
10" TJO Rim Board in ventilation -hole applications.
TJl0 Joist to Bearing Plate
END BEARING
0Y4" minimum bearing required)
One 8d (0.113" x 2Y2")
nail each side, IY2"
minimum from end
When slope exceeds Y4:12, a beveled
bearing plate, variable slope seat
connector or birdsmouth cut (at low
end of joist only) is required.
Backer block: Install tight to bottom flange
tight to top flange with top mount hangers).
Attach with ten 10d (0.128" x 3") nails,
clinched when possible.
Strap nails: Leave 23/8"
minimum end distance
Variable slope joist hanger. Beveled
web stiffeners required on both sides.
INTERMEDIATE BEARING
MY' minimum hearing required)
Slopes 3:12 or less: '
One 8d (0.113" x 2W') nail each side. See
detail R7.
Slopes greater than 3:12:
Two 8d (0.113" x 2V2") nails each side, plus a
twist strap and backer block. See detail R7S.
When slope exceeds Y4:12 for a 24 wall or
V8:12, for a 2X6 wall, a beveled bearingplate
or variable slope seat connector is required.
1A 1A I/
maximum allowable V-cut
Blocking to Bearing Plate
lVe" TJO Rim Board or
IY4" TimberStrands LSL:
Toenail with 10d (0.131"*x 3") nails at 6"
on -center or 16d (0.135" x 316") nails at
12" on -center
TJI8 joist blocking:
10d (0.128" x 3") nails at 6" on -center
Shear transfer nailing:
Minimum, use connections equivalent to
sheathing nail schedule
Bearing length is extremely critical and must he Rim board blocking for lateral support
considered for each application. See Minimum
Bearing Length table below for minimum end Strap per code if top plate is notandintermediatehearinglengths, and your contirl uous over column
Javelifl@ framingplaa, if applicable.
Parallam'D PSL or
TimberStrand@ LSL
column with column cap
Protect
untreated Optional
wood from non -shrink
direct contact grout
with concrete
Cut only round holes and only in the center
of beam (see Allowable Holes, page 2)
Top mount hanger
Parallam@ PSL or W,
mount hangerFaceTimberStrandmLSL
column
0
In ermediate
support
Strap per code
if top plate is
not continuous
over header
When fasteners are required on both sides,
stagger fasteners on the second side so they fall
halfway between fasteners on the first side,
71
Multiple pieces can be nailed or bolted
together, up to a maximum width of 7"
MULTIPLE -MEMBER CONNECTIONS FOR TOP -LOADED BEAMS
Load must be applied evenly across entire beam width. Otherwise, ase connections for side -loaded beams.
Piece of 7: Fastener
Width lePH s: Type('):: Min. Length # Rows D.C. Spacing Location
2
10d nails 3 3(2)
12
One side2) 12d-16d nails N" 2
Screws 33/8" or 3V? 2 24
3
10d nails 3- 3(2)
12d-16d nails 3V,' 2(2)
12" Both sides
33M' or 3 1"
crews 2 24'
Both sides
One side
4!_
10d naiIS(3) 3" 3(2)
12" One side
per ply) 12d-16d nails0) 3Y," 20
5" or 6"
Screws 2
6Y,"
24"
Both sides
One side
3
5' or 6"
Screws 2
6Y4"
24"
Both sides
One side
V2' bolts 8. 2 24-
MULTIPLE-MEMBER CONNECTIONS FOR (1) 10d nails are 0.128" diameter; 12d-16d nails are 0.148"-0.162" diameter; screws are
SIDE -LOADED BEAMS SDS, SDW, USP WS, or TrussLOK-EWPT1.
Additional nailing or bolting may be required (2) An additional row of nails is required with depths of 14" or greater.
with side -loaded multiple -member beams. (3) When connecting 4-ply members, nail each ply to the other and offset nail rows by 2"
Refer to current product literature. from rows in the ply below.
DETAILSIGHEDULE
Beam and header details Column details.,
beating at wbod,.Wall loteuingat concrete wa Deam on column cap -:--
beating for door or window header.: bearing at wood or steel column, column base
bearn, connection. connection of multiple pieces Eel elevated column -base- -
Minimum Bearing Length for Beams and Headers
B eam De Eieiirihj',
Span Heakir dr ftm
pi:h
6, 20 24' - 28'
End/Int.Z-... 2YVAY2" 1W/3W' i IWV31h" i; 11h"IN" 1 V2- 3!
EndAnt.:;,' 3W/6W
i V/
2W/5W IN," / 4 W IW/31h' IW/3W IW/Ki'
8 /e En dAhL B. 2 Vi 'V5Y," IN"A" 11h'13Y," 1V2"J3W' 1 i -/31/" 1 1h -/3W IWAW
9V4" 1W End/Int 3YVI 8Y," I 3WW' 2W-/6V4- IY,'14Y,' 1 3 -Y, IW/N' 1 i" 31,1"
Endflnt.., 4"/9W' 2Y, 417W 21/4 YV5 1 N 43K 1V2"/4VV
End/In1.;,', 4'/9-Y," Y/8" 2W/13W T, 2W/5V
16" End/Int..- V/10" 3WAW i 2 3/4 7 A,
EndllnU' 47/, 10!6 3 W 9-
2 0..- End/InL: 1 4V4" / 11"
w Minimum bearing length: IY2" at ends, 3V2" at intermediate supports.
Bearing across full beam width is required.
Bearing lengths shown are based on bearing stress for TimberStrand@ LSL, Microllam@ LVL, or
Parallams PSL. If the support member's allowable bearing stress is lower (e.g., when bearing on
a flat wood plate), bearing lengths may need to be increased,
Table assumes maximum allowable uniform load, For other conditions, contact your
Weyerhaeuser representative.
Beams and headers require lateral support at bearing points and along the top (or compression
edge) at 24" on -center or closer.
13/4"-thick members that are 16" or deeper must be used in multiple -ply units only.
Beam Attachment at Bearing
IV? TJO R i rn Boa rd or I V4" Ti m berStra nd'D LSL
g,ggn_
Drive nails at an angle to
minimize splitting of plate
go NOT overhang seat cuts
on beams beyond inside face
of support member
ne 10d (0.128" x 3") nail each
side of member at bearing,
1V2` minimum from end
0
4 8 112 116 20 1 1 1 24 28 1 1 1 J2 I I 1 36 40
20 18 16 14 12 A 8 6 4 2 0 V4
L
PRODUCTSTORAGE
Store and handle
joists in vertical
orientation.
r
Protect products from sun and water.
k 'k CAUTION. Wrap is slippery
when wet or icy.
Align stickers (2x3 or larger)
directly over suppof I blocks.
erUse support blocks (6x6 or larger)
at 10'on-centre to keep products
out of mud and water
July2016 - ReorderTi-9001
This document supersedes all previous versions. If this is more than one year old,
contact your dealer or Weyerhaeuser rep.
For conditions not ShM in this gllidE, or otber assistance,
contact jwr K`eyeraheuser representative or call.
1-888-453.-B358
COU EVALUATIONS, See
TJ I" Joists
IMESESR-1153 -CCMC 13132-R
TimberStrand& LSL
ICCESESR-1387 .-CCMC!2627-R
Parallarac PSL
ICC ES ESR-1 387 - w CEMC I-1 161-R
Mictollmm LVIL
ICCESESR-1397 -Cf.MC08675-R
TJ'- Rh Burd:
IN ES ESR-1387 CCRR 0222C
131
a
Have a damaged joist or beam?
File a damage repoft online for
prompt service from your regional
technical office. Scan the QR code
with your smartphone or go to
woodbywy.com/support.
SUSTAINABLE
FORESTRY
INITIATIVE
ZX WEyerhaeuser Certified Surcing
fip'q'. .,g
woodbywyxorri
A. Weyerhaeuser, Javelin, Microllam, Parallam,TimberStrand,TJ,
TJI, and Trus Joist are registered trademarks and Edge Gold is a
trademark of Weyerhaeuser NR. @ 2016 Weyerhaeuser NR Company.
All rights reserved. Printed in the USA.
u NIVERSAL
ENGINEERING SCIENCES
UESProj_e iNo: 011'O.1700817.0000
Workorder No: 9433089-1
Report Date: 2/4/2019
Consultants In: Geotechnical Engineering - Environmental Sciences
Geophysical Services * Construction Materials Testing -#Threshold Inspection
Building Inspection - Plan Review - Building Code Administration,
3532 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 - F: 407.423.3106
In -Place Densily Test ReRo
Client: Park Square Homes
UIES lechnician: Jempson Noel
5200 Vineland Road Suite 200
Orlando, FL 32811 ;ate Tested: 02/04/2019
Project: Wyndham Preserve, House L ing
East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773
Area Tested: Lot 204
Material: Fill
Reference Datum: 0 = Top of Fill
Type of Test:
Field: ASTM D-2937 Drive Cylinder Method
Laboratory: ASTM D1557 Modified Proctor
The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density.
Test
No. Location of Test Range
Maximum
Density
Pcf)
optimum
Moisture
Field Dry
Density
pcf)
Field
Moisture
Soil
Compaction
I
Fill
Depth
inch)
Pass
or Fail
1 Proposed West Footing 1-2 ft 106.8 10.6 109.0 11.0 102 N/A Pas!
2 Proposed South Footing 2-3 ft 106, 8 10.6 106.1 10.7 99 N/A Pas:
3 Proposed North Footing 2-3 ft 106.8 10.6 107.5 10.1 101 N/A Pas:
4 Northwest Corner of the Pad 1-2 ft 106.8 10.6 105.4 9.4 99 N/A Pas:
5 Southeast Corner of the Pad 2-3 ft 106.8 10.6 106.5 8.8 100 N/A Pas!
Remarks: 3873'Night Heron
The footing has ndt.biadn excavated at the time of testing
The plumbing trenchisi has not been backfilled at the time of testing.
r^ #^ 1 #1'. D'J'K .'" --1- 11 _-+' - -J'_;##-4 - --*., -f^", ^G-f -4
DE3CRIPTION AS FURNrSHED: Lot 204, WYNDHAM PRESFERVF, as r corded in Plot Book 81 Pages 93
throuo,h 102 of the Public Records of Seminole County, Florida.
BOUNDARY FORICERTIFIED TO: Park Square Enterprises, LLC (a Ciekiwore Corporation);
Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Ttle
Insurance Fund; Bank of America
Loll 196 LOT 795 LOT 194
4
LOT 203
A0_q-A5 -- - - - -
S 00*1657" E
60. 00'
LOT 804
10. ONO' MOO
FORMSOARD FOUNDATION
TOF- TOP OF FORM
LOT 205
FORAI AVERAGEz-23.44
g,,
I O. 0 0' -NO TE
NO
KFORM 18 7'
4/
X(11
24.00'
TO FORM 25.20'
10' UnL.ESAdT.
S 00'16'57" E
60. 00'
MIGHT HERON DRIVE
ETaVXS AS FURNISHED 50- PRIVATE RIW)
F , iONT - 95'(1)
R;AR 26,
TF 5' (40' LOT)
7.5' (50' LOT)
0' (75' LOT)
W)F. STREET = 25' (60' & 75' LOT)
15' (40' LOT)
2! FRONI SETBACK CAN BE REDUCED
TO 20* 014 CERTAIN LOTS. NO MORE THAN
IN SUCCESSION AT 20' AND A MINIMUM PLOT PLAN AREA CALCULATIONS
OF (2) IN SUCCESSION AT 25' F9OOTOTALLOTAREA UARE FEET
PtYPOSED =- FNSHfD SPOT GRAVE ELEVATIONS FLATWORK
P0i OkAJNA CE PLANS
DRIVE
ONIOFF LOT TOTAL ± SQUARE -EET F1AJ, WORK
64291 122= 743 ± SQUARE 7EET FOUNDA77 N/PAD0 2,166 SQUARE FIET
PROPOSED ORAINAOE FLOW P WALKS 300- 349 ± SQUARE 7EE7 REAR PA770
6
LIY GR OING rrPE A 0
1
0 0 SOD
182 SQUARE FEET
3,7861238 - 4, 024 1 SQUARE FEET FRONT PORCH DECK 8, SQUARE FEET
POOL DECK N/A SQUAR FEETAPOSoDF.F. PER PLANS 23.2' NOTE' FRONT SIDEWALK AND STALET LOCATION TAKVI FROM LANS PROWDED BY CLIENT NOT FIELD VERTJEO
rJSEjVff=fl-SC0TT & ASSOC, ZAIC -- IAND SUj7VT_?'0RS
5400 E. COLONIAL DR. ORLANDO, FL. 12807 (467)-277-3232 FAX (407)-658-14.36
in,
I. nit UVMMIGI= DOES WRM CERVY iMT rAS RMn jjerr. M -RW n FORM Or Tl -,M SaIRD
a, RIa MIX PRO StfyVe= MO N JJ- 17 'L XA MTK OXC PLW TO SE 47,!.027. A N SIAW
11.1 ,'ILI AM ?4N Z M= EURDSM WN SLWA_tVk' SW"TWC AND "50,51AL 7M9 SUAM'Y UAP M ES ARE Wr vk,W,
CAI.M.A7ED.T.,
TWS PRVARM FROM — wo`IIN FlAwsqw, to T nir wy M -ER R mcq.x
EASD.Om n-KT
I T W 0 ItDn PAIi AFFECT THS FA TY
UNDVIUMM AAvROVVAWM M%IE BEEN L=TED UNLL'j UrH WX
THM suRwy z IMI Pff :MT or m1wnn To o wLtD mr RELim All OnvDI
OWNSMS 'HE LXATIOl a ywwwm O`Efw 2 `T at . w =O.M., — .M
M11. j1IT 7 GEARPXS ME UM ASS-0 Nnai A- W 7W S* r Tn~ (an)
L- FIXC
D 11:
1
6. "M IT 3-w AAf 0' T Grownc W t MnA4 or la"
OF AtM0IQAPON W M
T l
MM
I A
t, XA A;m
fis wxDwG\PR0PfM DOES NOT UE WITHIN
11C MAELSHED 100 YEAR FLOOD PLANE AS PER 'F#M'
ZOAM, I 12117CO090 F (09-28-07)
CERMED BY.
R.LS 1 4714d_-01;11i1_611 _11v 1 480)
I SC4LE I- . 20'- I_ Om", UK
PLOT PLI A 10-17-201V
FOPWBOAR0 MJNrAnON/ELLVS. 01-30-19 752-19
15 lightyears, Inc 15 lightyears
776 Benneft Drive
Longwood, Florida 32750
June 1, 2018
To: Local Building Department
RE: Blower Door Test & Duct Leakage Test Reports
To whom it may concern,
This letter is to request that the attached forms be accepted for compliance of the 2017 Florida Building
Code statute R402.4.1.2 Envelope leakage testing (Blower Door Testing) and R403.3.3 Duct testing.
The attached forms were provided by the Florida Building Commission as the accepted forms to be
submitted. These forms are listed on the 2017 Florida Building Code, Energy Conservation Technical
Assistance Manual, Document Number: TAM-2017-1.0, released February 02, 2018, pages R-78 through
R-80 (page numbers 159-161).
Web link provided for quick access to the TAM document hftps://tinyuri.com/2017FBC-TAM
These forms meet all three required Residential Energy Efficiency Compliance Paths listed under R401.2,
Prescriptive, Performance, and Energy Rating Index (ERI) paths.
We are working with building departments across Florida to standardized the form submittal process and
would like your department to allow these forms to meet compliance. If there are any issues with
accepting these forms, please reach out to me directly and I will ensure that we submit any specific form
that you will require. Tim Smith (407)-951-3236 tsmith@151ightyears.com
Respectfully,
Timothy ith
15 Lightyears, Chief Operations Officer
Energy Technical Advisor
RESNET Quality Assurance Designee
IECC Residential Energy Inspector/ Plans Examiner
Member, Building Officials Association of Florida Member and Code Development Committee
participating member Also, representative to the Florida Building Commissions, Energy Technical
Advisory Committee for the BOAF- CDC
Envelope Leakage Test Report (Blower Door Test)
Residential Prescriptive, Performance or ERI Method Compliance
2017 Florida Building Code, Energy Conservation, 6th Edition
jurisdiction: I Permit #:
Builder:'];Nric S8 C401-rc Community: )L/yr\cjk&-P-\ Lot: .204
Address: 3,37-3 k1l Ang-OkVI Unit:
city: State: r-:L Zip: 3,2173
Company Name: 15 Lightyears, Inc Phone: (855)438-1515
1 hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy
Conservation requirements according to corn ' ce method selected above.
Signature of Tester: = Date of Test: Ca 'C12
Printed Name of Tester: Aaron Overholt
Lice nse/Certificati on #: 2DNA67 Issuing Authority: RESNET
Copy of License / Certificate of the tester must be attached)
Duct Leakage Test Report
Residential Prescriptive, Performance or ERI Method Compliance
2017 Florida Building Code, Energy Conservation, 6th Edition
Jurisdiction: Permit #:
IBuilder 44.,t :Sgc,4 e- rC Community: \&/q nj kc-" Lot: '76 4f I
IAddress: -377 3 jlll,'+ Hey -to, Unit: I
I City: 3 A mifio r r-S State: ;=L - Zip: S.?77.7 1
System 1
cfm25
System 2
cfm25
System 3
cfm2S
Sum of any
additional systems cfm25
Total of all
systems cfm25
ao Qn
Total of all Total Conditioned
systems Square Footage
PASS
Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC380 by either individuals as defined in Section
553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(fl, (g) or (i), Florida Statutes.
Company Name: 15 Lightyears, Inc Phone: (855) 438-1515
I hereby verify that the above duct leakage testing results are in accordance with the 2017 6th Edition Florida Building Code Energy
Conservation requirements ac ing to the co ethod selected above.
Signature of Tester: = Date of Test:
Printed Name of Tester:
License/Certification #:
Aaron Overholt
2DNAB7 Issuing Authority: RFRNIFT
Copy of License / Certificate of the tester must be attached)
AV 10 AV
AOLlag - r I,
THIS ACKNOWLEDGES THAT
HAS MET THE STAN DA RD REQU I RED BY RESNET, ASA
CERTIFIED RATING FIELD INSPECTOR
aa 13 Wei UTA ""I
Certification Date: 08/07/2018
Certification Expires: 08/07/2021
Tim Smith,
RESNET Quality Assurance Designee
HER
RESNET QA Provider # (1998-199)