HomeMy WebLinkAbout3962 Saltmarsh Lp- 18-1135 - NEW SFHCOUNTY OF SEMINOLE
IMPACT FEE STATEMENT
STATEMENT BER:
BUILDDINNG APPLICATIONI#000118-10000108
BUILDING PERMIT NUMBER: 18-10000108
1 x/,, ,cC c
DATE: February 06, 2018 VI v'+' a`.1
UNIT ADDRESS: SALTMARSH LOOP 3962 17-20-31-502-0000-0430
TRAFFIC ZONE:022 JURISDICTION:
TT"
SEC: TWP: RNG: SUF: PARCEL:
SUBDIVISION: TRACT:
PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT:
OWNER NAME:
ADDRESS:
APPLICANT NAME: Park Square Enterprises LLC
ADDRESS: 5200 Vineland Road, Suite 200 ORLANDO FL 32811
LAND USE: Wyndham Preserve
TYPE USE:
WORK DESCRIPTION: CITY-SANFORD
SPECIAL NOTES: 3962 SALTMARSH LOOP/ WYNDHAM PRESERVE
LOT 43 SFR DETACHED
FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE
TYPE DIST SCHED RATE UNITS TYPE
ROADS-ARTERIALS CO -WIDE ORD
Single Family Housing 705.00 1.000 dwl unit 705.00
ROADS -COLLECTORS N/A
Single Family Housing .00 1.000 dwl unit 00
FIRE RE /
00
LIBRARY CO -WIDE ORD
Single Family Housingg 54.00
SCHQOLS
1.000 dwl unit 54.00
CO WIDE ORD
Family Housiing 5,000.00 1.000 dwl unit 5,000.00PARIngle
00
LAW ENFORCE N/A
DRAINAGE N/A
00
AMOUNT DUE 5,759.00
PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE
OrSEMINOLECOUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL
ISSUANCE OF A BUILDING PERMIT.
PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER,
TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES
MUST BE EXERCISED BY FILING A WRITTEN REQQUEST WITHIN 45 CALENDAR
DAYS OF THE DATE ABOVE BUT NO LATER 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THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT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
of Sanford " ' 77 ", h
CITY OF SANFORD
MAR - BUILDING & FIRE PREVENTION
t 6 2018 . PERMIT APPLICATION
3
r ,
mendDevelop nt
application No: Zz
Documented Construction Value: $ S19k,5W*V8 28(c,gZ5.00
Job Address: 3962 Saltmarsh Loop, Sanford (Wyndham Preserve lot 26) Historic District: Yes No
Parcel ID: 17-20-31-502-0000-0430 Residential ® Commercial
Type of Work: New X Addition Alteration Repair Demo Change of Use Move
Description of Work: Construction of new single family residence
Plan Review Contact Person: Michelle Parkison
Phone:407-529-3135 Fax:
Name
Title: Permitting Manager
Email: mparkisonng,,parksguarehomes.com
Property Owner Information
Phone:
Street: Resident of property? :
City, State Zip:
No
Contractor Information
Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000
Street: 5200 Vineland Rd Suite 200
City, State Zip: Orlando, FL 32811
Fax: 407-529-3001
State License No.: CRC1330351
Arch. / MJS Home Designs
Architect/Engineer Information
Name: Eng. / Don Bolden Eng. Phone:
Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789
Street: Eng./ PO Box 530783. Debary FL 32753 Fax: _
City, St, Zip:
Bonding Company:
Address:
E-mail:
Arch. 407-629-6711
Eng. 386-668-7606
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. 1 certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction
in this jurisdiction. 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 withh the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code
Revised: June 30, 2015 3 Permit Application
3 ozS
1)
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 ] 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 ]CC 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.
4L*11 3- / • /8
Signature of Owner/Agent Date
Vishaal Gupta
Print Owner/Agent's N e
3• I. 18
tgn lure Notary -State o Florida Date
16
w;; ;' ••. MICHELLE PARKISON
4• Notary Public — State of Florida
s Commission # GG 157861
My Comm. Expires Nov 5, 2021
nded lh National Notary Assn.
Owner/Ag or
Produced 1D Type of 1D
46-- 3• • /8
Signature of Contractor/Agent Date
Vishaal Gupta
Print Contractor/A s Name
8
q •., MICHELLE PARKISON
at'. . e• Notary Public - State of Florida
Commission # GG 157861
My Comm Expires Nov 5, 2021
Bonded Ihro* National Notary Assn.
Contractor/ gen is ersonal y Known to Me or
Produced ID Type of lD
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building [sc]' Electrical a Mechanical [R' Plumbing[3 Gas Roof
Construction Type: Occupancy Use: {Z7-1 Flood Zone: )(-SEE
A-t ChGllttlV
Total Sq Ft of Bldg: Min. Occupancy Load: 1 # of Stories: 2-
New Construction: Electric - # of Amps
Fire Sprinkler Permit: Yes[] No g # of Heads
APPROVALS: ZONING: al Ilia
COMMENTS:
Plumbing - # of Fixtures 7,0
Fire Alarm Permit: Yes No
UTILITIES: /, / --4 WASTEWATER:
ENGINEERING: WQ, 3 -l°I-1i3 FIRE:
Ok to construct single family home
with setbacks and impervious area
shown on plan. 3'7.9 74 M p.
Ale Sor ren+ri- A, CTg-
BUILDING: SF A/ l Q l8
Revised: June 30, 2015 Permit Application
1ii ii IIIiI 011111111111i
GRANT MALOYr
CLERK ONNT
BY9126 RSEMTOETCOUtOMY
PTROLLER Fs
11
CLERK'S ;67"
7 (iFss) RECORDED ,
ig/o%
2l 14912: 1919. 0 RECORDING FEES 81i1.0o b I'PI RECORDED BY tsmith
THIS INSTRUMENT PREPARED
BY: Name: Tania Pickering
Address: 5200 Vineland
Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT
Permit Number: 18-
1135 Parcel ID Number:
17-20-31-502-0000-0430 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 43 Wyndham
Preserve Plat Book 81 / Pages 93-102 3962 Saltmarsh Loop, Sanford FL 32773 2. GENERAL DESCRIPTION
OF IMPROVEMENT: Construction of a
new single family residence 3. OWNER INFORMATION
OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address:
Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest in property:
Fee Simple Fee Simple Title
Holder (if other than owner listed above) Name: Address: 4. CONTRACTOR:
Name:
Park Square Homes Phone Number. 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 MOCU 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(1)(
a)7., Florida Statutes. Name: Phone Number.
Address- S In
addition,
Owner designates of to receive a
copy of the Uenors Notice as provided in Section 713.13(1 xb), Florida Statutes. Phone number. 8. Expiration Date
of Notice of Commencement (The expiration is 1 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 I, 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. Vishaal Gupta, Executive
Vice President SI of s
or Lessee's (Pdni Name and Provide Signatorys TidalOmce) Wa+orized a %
PaMernAanayer) State of _'PtaricLa
County of Q j3U0Q _ The foregoing Instrument
was acknowledged before me this day of .1 . V 2 L
It
byl-s
tao'A l',p , Who is personally known to m9V OR Name or person
nultinghuterrient who has produced
Identification 0 type of Identification produced: TeNe M. Pidcerbtp
NOTARY PUBLIC STATE
OF FLORIDA
Caron* 00002,898
E*m 81i1/
2020 CER10E0 C09y GRANT
MAIOy CLERK OF THECIRCUITCOURTMv% CotJIPTROIIER OR10A
DEPUn
CLERK Date
REQUIRED INSPECTION SEQUENCE
PARK SQUARE HOMES SFR-DETACHED
Permit #
BUILDING PERMIT
Min Max Inspection Description
10 Form board / Foundation Survey
10 Slab / Mono Slab Pre our
20 Lintel / Tie Beam / Fill / Down Cell
30 Sheathing — Walls
30 Sheathing — Roof
40 Roof Dry In
50 Frame
60 Insulation Rough In
70 Drywall / Sheetrock
40 70 Lath Inspection
50 1000 Final Roof
50 1000 Final Stucco / Siding
80 1000 Insulation Final
1000 Final Single Family Residence
Addrecc•
E- EGTRICA L,•'PERIVIIT'
Min Max Inspection Description
10 Underground Electric
10 Footer / Slab Steel Bond
20 30 emporary Underground Power TUG
30 Electric Rough
1000 Electric Final
Max Inspection Descriptionr20Min10PlumbingUnderground
Plumbing Tubset
10 1000 Plumbing Sewer
1000 Plumbing Final
MEC_ ANIC AI:PERIVIIT• ,.',.: _-'=._...; -. ", ;=;i;
Min Max Inspection Description
10 Mechanical Rough
1000 Mechanical Final
REVISED: June 2014
MAR - i ?1018(-
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: l0—/z- __'
Documented Construction Value: S 150,537.00
Job Address: 3962 Saltmarsh Loop, Sanford (Wyndham Preserve lot 26) Historic District: Yes No
Parcel ID: 17-20-31-502-0000-0430 Residential ® Commercial
Type of Work: New X Addition Alteration Repair Demo Change of Use Move
Description of Work: Construction of new single family residence
Plan Review Contact Person: Michelle Parkison Title: Permitting Manager
Phone:407-529-3135 Fax: Email: mparkison(a per, arksquarehomes,com
Property Owner Information
Name Phone:
Street:
City, State Zip:
Resident of property? :
Contractor Information
Name Park Square Homes/ Vishaal Gupta
Street: 5200 Vineland Rd Suite 200
City, State Zip: Orlando, FL 32811
No
Phone: 407-529-3000
Fax: 407-529-3001
State License No.: CRC1330351
Arch. / MJS Home Designs
Architect/Engineer Information
Arch. 407-629-6711
Name: Eng. / Don Bolden. Eng. Phone: Eng. 386-668-7606
Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789
Street: Eng./ PO Box 530783, Debary FL 32753 Fax:
City, St, Zip:
Bonding Company:
E-mail:
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 Permit Application
119
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.
3•/- /8
Signature of Owner/Agent Date
Vishaal Gupta
Print Owner/Agent's N e
3• I- f8
Signifture pf Notary -State o Florida Date
MICHELLE PARKISONx
Notary Public - Stale of Florida
Commission p GG 157861
My Comm. Expires Nov 5.2021
j
NellmalNWaryAun.
Owl er/Ag or
Produced ID Type of ID
41(1-- 3.1./&
Signature of Contractor/Agent Date
Print
Is
MICHELLE PARKISON
t Notary Public- Stale of Florida
Commission # GG 157861
7= My Comm. Expires Nov 5, 2021E« `0
Bondod Nraph Now Ndaryllssn.
Contractor/AgenTfs "Personally Known to Me or
Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof
Construction Type:
Total Sq Ft of Bldg:
Occupancy Use: Flood Zone:
Min. Occupancy Load: # of Stories:
New Construction: Electric - # of Amps, Plumbing - # of Fixtures
Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No
2 0
APPROVALS: ZONING: UTILITIES: A 7 `4 WASTEWATER:
ENGINEERING:
COMMENTS:
FIRE: BUILDING:
Revised: June 30, 2015 Permit Application
p I
r
8 7-1
City of Sanford
Planning and Development Services
Engineering — Floodplain Management
Flood Zone Determination Request Form
Name: Michelle Parkison Firm: Park Square Homes
Address: 5200 Vineland Road, Suite 200
City: Orlando State: FL Zip Code: 32811
Phone: 407-529-3135 Fax: Email: mparkison@parksquarehomes.com
Property Address: 3962 Saltmarsh Loop
Property Owner: Park Square Enterprises, LLC
Parcel identification Number: 17-20-31-502-0000-0430
Phone Number: 407-529-3000 Email:
The reason for the flood plain determination is:
New structure Existing Structure (pre-2007 FIRM adoption)
Expansion/Addition Existing Structure (post 2007 FIRM adoption)
Pre 2007 FIRM adoption = finished floor elevation 12" above BFE
Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360)
OFP CIAL S O Y
Flood Zone: X Base Flood Elevation: N/A Datum: N/A
FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007
The referenced Flood Insurance Rate Map indicates the following:
The parcel is in the: floodplain floodway
A portion of the parcel is in the: floodplain floodway
The parcel is not in the: M floodplain floodway
The structure is in the: floodplain floodway
The structure is not in the: floodplain floodway
If the subject property is determined to be flood zone W, the best available information used to
determine the base flood elevation is:
BP# 18-1135
Reviewed by: Michael Cash, CFM Date: March 19, 2018
Application for Paved Driveway, Sidewalk or
WalkwayIncluding Right -of -Way Use & 9 9 Y
FtO1;;D9 Landscaping in Right -of -Way
www.sanfordn.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
size and location of the existing right—of-way and use shall be provided or application could be delayed. Callbetoreyouft
1. Project Location/Address: Sgt. a Or Ci
2. Proposed Activity: D Driveway El Walkway Other:
3. Schedule of Work: Stan Date Completion Date
4. Brief Description of Work: Construction of new driveway for new single family residence
This application is submitted by.
Rqxrtyowner-
Signature:
Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811
Phone: (407) 529-3135 Fax:
Print Name: Vishaal Gupta
El Emergency Repairs
Email: mparkison@parksquarehomes.com Date: 3' / ' J 8
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 nght-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, stornwater 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 nght-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 ansing 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
Utilities
Approved:
Engineering
V
Site Inspected by:
Special Permit Conditions:
Official Use Only
Fee: Date:
Date:
Date:
Date: '5 - 1 9 .Z018
Date:
November 2015 ROW Use Driveway.pol
LIMITED POWER OF ATTORNEY
Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford,
Seminole County, Winter Springs
Date: 3. 1 • /&
I hereby name and appoint: David Mercer
an agent of: 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 specificpermit and application for work located at:
Expiration Date for This Limited Power of Attorney: la • 31. 0101A
License Holder Name: Vishaal Gupta
State License Number: CRC1330351
Signature of License Holder: Z -.01
STATE OF FLORIDA
COUNTY OF Orange
The foregoing instrument was acknowledged before me this 1 day of rYlorc,-. ,
200r IPA by Vishaal Gupta who is q(personally known
to me or o who has produced as
identification and who did (did not) take an oath.
Signature
Notary Seal)
50N
of Florida
157861
N.' s Nov 5. 2021
NOlary ADM.
Rev. 08.12)
Print or type name
Notary Public - State of for Ckc,,.
Commission No.GG 16-18Ca I
My Commission Expires: c' c. l
44
THIS INSTRUMENT PREPARED BY AND
UPON RECORDING, PLEASE RETURN TO:
R. Travis Retz, Esq.
GODBOLD, DOWNING, BILL & RENTZ, PA
222 W. Comstock Avenue, Suite 101
inter Park, FL 32789
I IIIIII IIIII Illf l IIIII Illll illli f III Ifll
GRANT MALOY, SEMINOLE COUNTY
CLERK, OF CIRCUIT COURT 6 COMPTROLLERBK. 9033 Pas 5-8 (4P9s)
CLERK'S : 2017121544
RECORDED 12/01/2017 02:45:57 PMDEEDDOCTAX $5 376.00
RECORDING FEES $35.50
RECORDED BY hdevoro_
SPACE ABOVE THIS LINE FOR RECORDING DATA]--------- --- ---------- ---..---
SPECIAL WARRANTY DEED
THIS SPECIAL WARRANTY DEED is made and entered into as of the 29-- day
of November, 2017, by and between BRISSON INVESTMENTS, LLC, a Florida limited
liability company, whose post office address is 27 North Summerlin Avenue, Orlando, FL 32801
Grantor"), to PARK SQUARE ENTERPRISES, LLC, a Delaware limited liability
company, whose address is 5200 Vineland Road, Suite 100, Orlando, FL 32811 ("Grantee").
Wherever used er e & the terms "Grantor" and "Grantee" shall be deemed to include all the
parties to this Specr a'I Warranty Deed and the heirs, legal representatives and assigns of
individuals and the succe'ssors and assigns of corporations. The singular shall be deemed to
include the plural, and vi+-fee versa, where the context so permits.
TNESSETH•
THAT, for and in consideration ofathe sum of Ten and No/100 Dollars ($10.00) and
other good and valuable considerations, the rT,ecy.it and sufficiency of which is acknowledged by
Grantor, Grantor hereby grants, bargains, sell-SCAnveys and confirms unto Grantee all that
certain real property together with the improvemen;*' ?hereon (hereinafter collectively referred to
as the "Real Property") in Seminole County, Florid a,oye particularly described as follows:
See Exhibit "A" attached hereto and inco ikated herein by
this reference.
0
TOGETHER WITH all the tenements, hereditaments appurtenances thereto
belonging or in any way appertaining.
TO HAVE AND TO HOLD the same unto Grantee in fee simple, forever.
AND Grantor hereby fully warrants the title to the Real Property and will defend the
same against the lawful claims of all persons claiming by, through or under the Grantor, but not
otherwise; the foregoing subject to, real estate taxes or assessments for 2018 and the matters set
forth on Exhibit "B" attached hereto and incorporated herein by this reference, all of which, by
reference hereto, shall not serve to reimpose same.
Book9033/Page5 CFN#2017121544 Page 1 of 4
qb
IN WITNESS WHEREOF, Grantor has caused this Special Warranty Deed to be
executed as of the day and year first above written.
Signed, Sealed and Delivered
in the Presence of:
Print Name: 1
Print Name: v aA e-e -sC—
NY
o
STATE OF FLORIDA
COUNTY OF ORANGE
GRANTOR:
BRISSON INVESTMENTS LLC,
a Florida limited liability company
0
The foregoing instrument was acknowled`gecl'
2017, by Robert Zlatkiss, as Authorized Representat
limited liability company, on behalf of said entity. He
as identification.
ti,, rnNnsao+z
wcowASSMSPOOM
o Mq 15.2=
eane.e nw twu r Ae euee.0..
uss
Representative
A.
me this 2 , day of November,
trisso Inv ents LLC, a Florida
pally known to me r has produced
Notary Public, State'-Flon
Seal)
Book9033/Page6 CFN#2017121544 Page 2 of 4
Exhibit "A"
Legal Description
Lots 19, 20, 21, 42, 43, 73, 74, 75, 76,133, 134, 135, 148 and 178, Wyndham Preserve
according to the Plat thereof as recorded in Plat Book 81, Page 93, Public Records of Seminole
County, Florida.
Book9033/Page7 CFN#2017121544 Page 3 of 4
Exhibit "B"
Permitted Exceptions
Annexation Ordinance recorded October 13, 2005 in Book 5950, Page 1143.
2. City of Sanford Development Order No. 12-20 recorded August 16, 2012 in Book 7835,
Page 76; re -recorded October 5, 2012 in Book 7870, Page 613; and corrected and
recorded September 11, 2014 in Book 8330, Page 60.
3. Cooperation Agreement between Serengeti Properties, LLC, a Florida limited liability
company and Brisson Investments LLC, a Florida limited liability company, recorded
October 31, 2012 in Book 7889, Page 598 and Amendment to Cooperation Agreement
recorded October 26, 2016 in Official Records Book 8793, Page 289.
4. Provisions oi iadham Preserve, recorded in Plat Book 81, Pages 93 through 102,
inclusive.
5. Declaration and DedicA.;_ .of Avigation Easement and Related Covenant and
Agreements recorded May
0!
O17 in Book 8916, Page 1019.
6. Declaration of Covenants, C'oiis Easements and Restrictions for Wyndham
Preserve recorded July 5, 2017 in Bak 8947, Page 158.
7. Memorandum of Post Closing Agreeme(recorded August 3, 2017 in Official Records
Book 8965, Page 159.
8. Zoning, ordinances and/or restrictions and prohibit-1101 jimposed by governmental
Authorities.
CA
Book9033/Page8 CFN#2017121544 Page 4 of 4
RECORD COPY
FORM R405-2017
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: Lot 043 Sorrento A RHG Bed4 Loft - N Builder Name: Park Square Homes
Street: 3962 Saltmarsh Loop Permit Office: C# of Sanford
City, State, Zip: Sanford , FL, Permit Number: T 8 _ 1 35 n-'ft'
Owner: Park Square Homes Jurisdiction: 691500
Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2
q X.
1. New construction or existing New (From Plans) 9. Wall Types (2612.7 sqft.) Insulation Area
2. Single family or multiple family Single-family
a. Concrete Block - Int Insul, Exterior R=4.1 1302.00 IF
b. Frame - Wood, Exterior R=11.0 1026.00 f12
3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 284.67112
4. Number of Bedrooms 4 d. N/A R= ft2
10. Ceiling Types (1518.0 sgft.) Insulation Area
5. Is this a worst cases No a. Under Attic (Vented) R=30.0 1518.00 ft 2
6. Conditioned floor area above grade (ft2) 2078 b. N/A R= f12
Conditioned floor area below grade (W) 0
c. N/A
11. Ducts
R= f12
R 1`12
7. Windows(241.0 sqft.) Description Area a. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 415.6
a. U-Factor: Dbl, U=0.55 135.00 112
SHGC: SHGC=0.22
b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency
SHGC: SHGC=0.25
a. Central Unit 34.8 SEER:16.00
c. U-Factor: Dbl, U=0.54 42.00 ft2
SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency
d. U-Factor: N/A ft2 a. Electric Heat Pump 33.0 HSPF:9.00
SHGC:
Area Weighted Average Overhang Depth: 2.682 ft.
Area Weighted Average SHGC: 0.233 14. Hot water systems
a. Electric Cap: 50 gallons
8. Floor Types (2078.0 sqft.) Insulation Area EF: 0.900
a. Slab -On -Grade Edge Insulation R=0.0 1324.00 1`12 b. Conservation features
b. Floor Over Other Space R=0.0 560.00 ft2 None
c. other (see details) R= 194.00 ft2 15. Credits Pstat
Glass/Floor Area: 0.116
Total Proposed Modified Loads: 63.37 PASSTotalBaselineLoads: 66.24
1 hereby certify that the plans and specifications covered by Review of the plans and 411E STq,
this calculation are in compliance with the Florida Energy specifications covered by this
Code. Digitally signed byRafael calculation indicates compliance 4j iq,'' =E,•',, +
Rafael Izquierdo 12Quierdu with the Florida Energy Code.
Uatr 2018 03.01 WW 16 -05'00'
PREPARED BY: i Before construction is completed
DATE: this building will be inspected for a
compliance with Section 553.908
I hereby certify that this buildin , as designe , is in compliance Florida Statutes. j,
C
with the Florida Energy C OD tNE
OWNER/AGEN BUILDING OFFICIAL: a
DATE: DATE: 04 AW9
Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as
certified factory -sealed in accordance with R403.3.2.1.
Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an
envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2).
Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors,
tested in accordance with ANSI/RESNET/ICC 380, is not greater than 0.030 On for whole house.
3/1/2018 9:07 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5
FORM R405-2017
PROJECT
Title: Lot 043 Sorrento A RHG Bed Bedrooms: 4 Address Type: Lot Information
Building Type: User Conditioned Area: 2078 Lot # 43
Owner Name: Park Square Homes Total Stories: 2 Block/Subdivision: WP
of Units: 1 Worst Case: No PlatBook:
Builder Name: Park Square Homes Rotate Angle: 0 Street: 3962 Saltmarsh Loop
Permit Office: City of Sanford Cross Ventilation: No County: Seminole
Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Sanford ,
Family Type: Single-family FL ,
New/Existing: New (From Plans)
Comment:
CLIMATE
Design Temp Int Design Temp Heating Design Daily Temp
Design Location TMY Site 97.5 % 2.5 % Winter Summer Degree Days Moisture Range
FL, Orlando FL_ORLANDO INTL_AR 41 91 70 75 526 44 Medium
BLOCKS
Number Name Area Volume
1 Blockl 2078 19099.2
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated
1 1 st Floor 1324 12313.2 Yes 2 1 1 Yes Yes Yes
2 2nd Floor 754 6786 No 3 3 1 Yes Yes Yes
FLOORS
1r Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet
1 Floor over Garage 2nd Floor ---- ---- 194 ft2 11 0.29 0 0.71
2 Slab -On -Grade Edge Insulatio 1 st Floor 139.5 ft 0 1324 Hz 0.29 0 0.71
3 Floor Over Other Space 2nd Floor ---- 560 ft2 0 0.29 0 0.71
ROOF
J
Roof Gable Roof Solar SA Emitt Emitt Deck Pitch
Type Materials Area Area Color Absor. Tested Tested Insul. deg)
1 Hip Composition shingles 1698 ftz 0 f12 Dark 0.9 N 0.9 No 0 26.6
ATTIC
J Type Ventilation Vent Ratio (1 in) Area RBS IRCC
1 Full attic Vented 300 1518 ft= N N
3/1/2018 9:07 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5
FnRM Rdf16-9(Y17
CEILING
Y Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Vented) 1st Floor 30 Blown 1518 ft2 0.1 Wood
WALLS
Adjacent Cavity Width Height Sheathing Framing Solar Belo* wOrntTnWallTypeSpace
1 N Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0112 0 0.25 0.8 0
2 N Exterior Concrete Block - Int Insul 1 st Floor 4.1 10 0 9 4 93.3 ft2 0 0 0.8 0
3 E Exterior Frame - Wood 2nd Floor 11 27 0 9 0 243.0 W 0 0.25 0.8 0
4 E Exterior Concrete Block - Int Insul 1st Floor 4.1 55 0 9 4 513.3 ft2 0 0 0.8 0
5 S Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0.8 0
6 S Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 f12 0 0 0.8 0
7 W Exterior Frame - Wood 2nd Floor 11 27 0 9 0 243.0 ft2 0 0.25 0.8 0
8 W Exterior Concrete Block - Int Insul 1st Floor 4.1 44 6 9 4 415.3 ft2 0 0 0.8 0
9 Garage Frame - Wood 1 st Floor 11 30 6 9 4 284.7 ft2 0 0.25 0.8 0
DOORS
A Ornt Door Type Space Storms U-Value Width Height Area
Ft In Ft In
1 N Insulated 1st Floor None 39 3 8 24112
2 Wood 1st Floor None 39 2 8 8 21.3112
WINDOWS
Orientation shown is the entered, Proposed orientation.
Wall Overhang
Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening
1 n 1 Metal Low-E Double Yes 0.55 0.22 N 15.0 W 1 it 0 in 1 it 4 in Drapes/blinds None
2 n 1 Metal Low-E Double Yes 0.54 0.25 N 12.0 ft2 1 it 0 in 1 1t 4 in Drapes/blinds None
3 e 3 Metal Low-E Double Yes 0.55 0.22 N 15.0 IF 1 It 0 in 1 it 4 in Drapes/blinds None
4 e 3 Metal Low-E Double Yes 0.54 0.25 N 12.0 f12 1 ft 0 in 1 it 4 in Drapes/blinds None
5 e 4 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 It 0 in 1 it 4 in Drapes/blinds None
6 e 4 Metal Low-E Double Yes 0.54 0.25 N 8.0 112 1 It 0 in 11 116 in Drapes/blinds None
7 e 4 Metal Low-E Double Yes 0.54 0.25 N 6.0 ft2 1 It 0 in 11 ft 6 in Drapes/blinds None
8 s 5 Metal Low-E Double Yes 0.55 0.22 N 15.0 f12 1 it 0 in 1 it 4 in Drapes/blinds None
9 s 5 Metal Low-E Double Yes 0.54 0.25 N 4.0 f12 1 It 0 in 1 it 4 in Drapes/blinds None
10 s 6 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 It 0 in 1 ft 4 in Drapes/blinds None
11 s 6 Metal Low-E Double Yes 0.58 0.25 N 64.0 f12 7114 in 1 it 4 in None None
12 W 8 Metal Low-E Double Yes 0.55 0.22 N 30.0 f12 1 It 0 in 1 114 in Drapes/blinds None
13 W 8 Metal Low-E Double Yes 0.55 0.22 N 15.0 ft2 1 it 0 in 11 ft 6 in Drapes/blinds None
3/1/2018 9:07 AM EnergyGaugeS USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5
FORM R405-2017
GARAGE
it Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
1 420 ft2 420 f12 54 ft 9.3 ft 1
INFILTRATION
Scope Method SLA CFM 50 ELA EgLA ACH ACH 50
1 Wholehouse Proposed ACH(50) 000409 2228.2 122.33 230.05 .3674 7
HEATING SYSTEM
ff System Type Subtype Efficiency Capacity Block Ducts
1 Electric Heat Pump/ Split HSPF.9 33 kBtu/hr 1 sys#1
COOLING SYSTEM
p System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
1 Central Unit/ Split SEER: 16 34.8 kBtu/hr 1044 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
Cart 11 Company Name
Collector Storage
System Model ft Collector Model it Area Volume FEF
None None ft2
DUCTS
v # Supply ---
Location R-Value Area
Return --- Air CFM 25 CFM25
Location Area Leakage Type Handler TOT OUT ON RLF
HVAC #
Heat Cool
1 Attic 6 415.6 ft 2nd Floor 103.9 ft Prop. Leak Free 2nd Floor --- cfm 62.3 cfm 0.03 0.50 1 1
3/1/2018 9:07 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 5
FORM R405-2017
TEMPERATURES
Programable Thermostat: Y Ceiling Fans:
CoolingII ]] Jan
HeatinrX1 Jan II
jj Feb jX]
Feb jj
jj Mar jX]
Mar f
A r Apr
jj
j
jj
Ma j
May IIJ Jun
un
jX
Jul j]
Jul Xj
Au 41AujfX]
Se Sep
j ]
Oct Oct
j
Nov j
Nov Dec
Dec
Ventin ` ]
Jan jj Feb X) Mar A r JJ Ma Jun 1 Jul Aug I) Se X1 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 3/
1/2018 9:07 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 5 of 5
Florida Building Code, Energy Conservation, 6th Edition (2017)
Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods
ADDRESS: 3962 Saltmarsh Loop Permit Number:
Sanford , FL,
MANDATORY REQUIREMENTS See individual code sections for full details.
SECTION R401 GENERAL
R401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL)
display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law
Section 553.9085, Florida Statutes) requires the EPL display card to be included as an addendum to each sales contract for both presold and
nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components
installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans
and specifications submitted to demonstrate code compliance for the building. A copy of the EPL display card can be found in Appendix RD.
R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of
Sections R402.4.1 through R402.4.5.
Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to
comply with Section C402.5.
R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing
methods between dissimilar materials shall allow for differential expansion and contraction.
R402.4.1.1 Installation.The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance
with the manufacturer's instructions and the criteria listed in Table R402.4.1.1, as applicable to the method of construction. Where required
by the code official, an approved third party shall inspect all components and verify compliance.
R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air
changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in
accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted by either
individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i) or
an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code
official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope.
Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing
buildings in which the new construction is less than 85 percent of the building thermal envelope.
During testing:
1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended
weatherstripping or other infiltration control measures.
2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond
intended infiltration control measures.
3. Interior doors, if installed at the time of the test, shall be open.
4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed.
5. Heating and cooling systems, if installed at the time of the test, shall be turned off.
6. Supply and return registers, if installed at the time of the test, shall be fully open.
R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where
using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the
fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907.
R402.4.3 Fenestration air Ieakage.Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per
square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or
AAMA/ WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer.
Exception: Site -built windows, skylights and doors.
3/1/2018 9:07 AM EnergyGauge® USA - FlaRes2017 - FBC 61h Edition (2017) Complia Page 1 of 5
MANDATORY REQUIREMENTS - (Continued)
R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to
open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or
enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements
of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be
fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it
passes through conditioned space to a minimum of R-8.
Exceptions:
Direct vent appliances with both intake and exhaust pipes installed continuous to the outside.
Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential.
R402.4.5 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage
between conditioned and unconditioned spaces. All recessed luminaires shall be IC-raled and labeled as having an air leakage rate not
more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E283 at a 1.57 psi (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.
R403.1 controls.
SECTION R403 SYSTEMS
R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system.
R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls
that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load.
R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways
for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section
C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below.
Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5) or
7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(1), (g) or (i), Florida Statutes, to be "substantially leak free" in
accordance with Section R403.3.3.
R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent
of the design airflow rate when tested in accordance with ASHRAE 193.
R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods:
Rough -in test. Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the
manufacturer's air handler enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test.
Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the
entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the
test.
Exceptions:
1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building
thermal envelope.
2. Duct testing is not mandatory for buildings complying by Section 405 of this code.
A written report of the results of the test shall be signed by the party conducting the test and provided to the code official.
R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums.
R403.4 Mechanical system piping Insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C)
or below 55°F (13°C) shall be insulated to a minimum of R-3.
R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that
caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause
degradation of the material. Adhesive tape shall not be permitted.
R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory). Heated water circulation systems shall be in
accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2.
Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible.
R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return
pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited.
Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the
occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and
when there is no demand for hot water.
R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems
shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance
with the times when heated water is used in the occupancy.
3/l/2018 9:07 AM EnergyGauge® USA - FlaRes2017 - FBC 61h Edition (2017) Complian Page 2 of 5
MANDATORY REQUIREMENTS - (Continued)
R403.5.5 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have
heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a
downward and upward bend o1 at least 31/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible
to the storage tank.
R403.5.6 Water heater efficiencies (Mandatory).
R403.5.6.1.1 Automatic controls. Service water -heating systems shall be equipped with automatic temperature controls capable
of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature
setting range shall be from 100°F to 140°F (38°C to 606C).
R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to
electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of
combustion types of service water -heating systems to be turned off.
R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meet the minimum efficiencies of
Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed.
Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate
water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1.
R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy
factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of
Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors,
and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar
water -heating systems should meet the following criteria:
1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and
2. Be installed at an orientation within 45 degrees of true south.
R403.6 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the
Florida Building Code, Residential, or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation
including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that
close when the ventilation system is not operating.
R403.6.1 Whole -house mechanical ventilation system fan efficacy. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be
powered by an electronically commutated motor.
R403.6.2 Ventilation air. When installed to function as a whole -house mechanical
ventilation system, fans shall meet the efficacy requirements of Table R403.6.1.
1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable
Indoor Air Quality, shall be the maximum rates allowed for residential applications.
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-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10
otherwise.
R403.7 Heating and cooling equipment (Mandatory).
R403.7.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the
equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies,
based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and
indoor units (it split system) shall be submitted along with the sensible and total cooling capacities at the design conditions
described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that
affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such
as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency
rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed.
TABLE R403.6.1
WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY
FAN LOCATION AIRFLOW RATE MINIMUM
CFM)
MINIMUM EFFICACY a
CFM/WATT)
AIRFLOW RATE MAXIMU
CFM)
Range hoods Any 2.8 cim/watt Any
In -line fan Any 2.8 cfm/watt Any
Bathroom, utility room 10 1.4 cfm/watt 90
Bathroom, utility room 90 2.8 clm/watt Any
For SI: 1 cfm = 28.3 Umin. a. When tested in accordance with HVI Standard 916
3/1/2018 9:07 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5
MANDATORY REQUIREMENTS - (Continued)
R403.7.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less
than the calculated total load but not more than 1.15 times greater than the total load calculated according to the procedure selected in
Section 403.7, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the
equipment shall not be less than the calculated latent load.
The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's
expanded performance data shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry-bulb
temperature for the load calculation (or entering water temperature for water -source equipment), the blower CFM provided by the expanded
performance data, the design value for entering wet -bulb temperature and the design value for entering dry-bulb temperature.
Design values for entering wet -bulb and dry-bulb temperatures shall be for the indoor dry bulb and relative humidity used for the load
calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space.
Exceptions:
1. Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the
calculated total sensible load but not less than 80 percent of that load.
2.
When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of
equipment may be sized in accordance with good design practice.
R403.7.1.2 Heating equipment capacity.
R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section
R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if
the design heating load is 1.15 times greater than the design cooling load.
R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design
requirements calculated according to the procedure selected in Section R403.7.1.
R403.7.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners
shall not be less than the design load calculated in accordance with Section R403.7.1.
R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an
intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to
prevent continuous space cooling or heating within that space by one or more of the following options:
A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas.
A variable capacity system sized for optimum performance during base load periods is utilized.
R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections
C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403.
R403.9 Snow melt and ice system controls (Mandatory) Snow- and ice -melting systems, supplied through energy service to the building,
shall include automatic controls capable of shutting off the system when the pavement temperature is above 50°F (100C), and no
precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40OF (4.80C).
R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas
shall be in accordance with Sections R403.10.1 through R403.10.5.
R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an
integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the healer. Operation
of such swatch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the
power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots.
R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule
shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this
section.
Exceptions:
1. Where public health standards require 24-hour pump operation.
2. Pumps that operate solar- and waste -heat -recovery pool heating systems.
3. Where pumps are powered exclusively from on -site renewable generation.
R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at
the water surface or a liquid cover or other means proven to reduce heat loss.
Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered
energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required.
R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa heaters shall have a minimum thermal
efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool
heaters fired by natural or LP gas shall not have continuously burning pilot lights.
3/1/2018 9:07 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 4 of 5
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 verity procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard.
R403.11 Portable spas (Mandator9)he energy consumption of electric -powered portable spas shall be controlled by the
requirements of APSP-14.
SECTION R404
ELECTRICAL POWER AND LIGHTING SYSTEMS
R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be
high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps.
Exception: Low -voltage lighting.
R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights.
3/1/2018 9:07 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 5 of 5
FORM R405-2017
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX" = 96
The lower the EnergyPerformance Index, the more efficient the home.
1. New construction or existing
2. Single family or multiple family
3. Number of units, if multiple family
4. Number of Bedrooms
5. Is this a worst case?
6. Conditioned floor area (ft-)
7. Windows" Description
a. U-Factor: Dbl, U=0.55
SHGC: SHGC=0.22
b. U-Factor: Dbl, U=0.58
SHGC: SHGC=0.25
c. U-Factor: Dbl, U-0.54
SHGC: SHGC=0.25
d. U-Factor: N/A
SHGC:
Area Weighted Average Overhang Depth:
Area Weighted Average SHGC:
3962 Saltmarsh Loop, Sanford, FL,
New (From Plans) 9. Wall Types Insulation Area
Single-family
a. Concrete Block - Int Insul, Exterior R=4.1 1302.00 ft2
b. Frame - Wood, Exterior R=11.0 1026.001t
1 c. Frame - Wood, Adjacent R=11.0 284.671t2
4 d. N/A R. ft2
10. Ceiling Types Insulation Area
No a. Under Attic (Vented) R=30.0 1518.00 ft2
2078 b. N/A R. 1t2
c. N/A R= ft2
Area
Ducts R ft2
135.00 ft2 a. a. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 415.6
64.00 ft2
12. Cooling systems kBtu/hr Efficiency
42.00 112 a. Central Unit 34.8 SEER:16.00
ft2
2.682 ft.
0.233
8. Floor Types Insulation Area
a. Slab -On -Grade Edge Insulation R=0.0 1324.00112
b. Floor Over Other Space R=0.0 560.00 ft2
c. other (see details) R= 194.00 ft2
13. Heating systems
a. Electric Heat Pump
14. Hot water systems
a. Electric
b. Conservation features
None
15. Credits
I certify that this home has complied with the Florida Energy Efficiency Code for Building
Construction through the above energy saving features which will be installed (or exceeded)
in this home before final inspection. Otherwise, a new EPL Display Card will be completed
based on installed Code complia eatu .
Builder Signature: Date:
J
Address of New Home: (oa rs ( City/FL Zip:
kBtu/hr Efficiency
33.0 HSPF:9.00
Cap: 50 gallons
EF: 0.9
Pstat
tOE Sri
c a
OD WE
Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient
mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Email EnergyGauge tech support at
techsupport a@energygauge.com or see the EnergyGauge web site at energygauge.com for information and a list of
certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building
Commission's support staff.
Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT.
3/1/2018 9:07 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1
t SecProSummary Job: Lot 043 Sorrento ARHG B...
wrightsoft` ry Date: 05/20/2017
Entire House By. LF/RI/AT
One Stop Cooling and Heating
7225 Sardscove Cont. Wirter Park FL 32792 Phone: (407) 629.6920 Fax: (407) 629.9307 Web: vAmOreStopCoolirg com License CAC032444
Project Information
For: Park Square Homes
3962 Saltmarsh Loop, Sanford, FL
Notes:
psinn Infinrmafia
Weather: Orlando Intl AP, FL, US
Winter Design Conditions Summer Design Conditions
Outside db 42 OF Outside db 92 OF
Inside db 68 OF Inside db 74 OF
Design TD 26 OF Design TD 18 OF
Daily range M
Relative humidity 50
Moisture difference 49 grAb
Heating Summary Sensible Cooling Equipment Load Sizing
Structure 20573 Btuh Structure 19587 Btuh
Ducts 2266 Btuh Ducts 4681 Btuh
Central vent (0 cim) 0 Btuh Central vent (0 ctm) 0 Btuh
none) none)
Humidification 0 Btuh Blower 0 Btuh
Piping 0 Btuh
Equipment load 22839 Btuh Use manufacturer's data n
Rate/swin multi ier 0.97
BtuhInfiltrationEquipmensensleload23637
Method Simplified Latent Cooling Equipment Load Sizing
Construction quality Average
Fireplaces 0 Structure 4048 Btuh
Ducts 971 Btuh
Central vent (0 cfm) 0 Btuh
Heatingg Coolingg none)
Area (ft 2117 2M Equipment latent load 5019 Btuh
Volume (ft3) 19452 19452
Air changes/hour 0.41 0.21 Equipment Total Load (Sen+Lat)
Req. 0.75 SHR
28657
2.6
Btuh
tonEquiv. AVF (cfm) 133 68 total capacity at
Heating Equipment Summary Cooling Equipment Summary
Make Trane Make Trane
Trade TRANE Trade TRANE
Model 4TWR6036H1 Cond 4TWR6036H1
AHRI ref 7562981 Coil TEM6A0C36H31++TDR
AHRI ref 7562981
Efficiency 9 HSPF Efficiency 13.0 EER,16 SEER
Heating Input Sensible cooling 26100 Btuh
Heating output 33000 Btuh @ 47°F Latent cooling 8700 Btuh
Temperature rise 0 OF Total cooling 34800 Btuh
Actual air flow 0 cfm Actual air flow 1160 cfrn
Air flow factor 0 cfm/Btuh Air flow factor 0.048 cfm/Btuh
Static pressure 0.50 in H2O Static pressure 0.50 in H2O
Space thermostat Load sensible heat ratio 0.83
Capacity balance point = 32 OF
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
t wri_ghtsof[' 2018-Mar-010853:14PageRighlSule®Uriversa12018 18A.08 RSU16202
L Temp\Lot 043 Sorrerto A RHG Bed4 Loft - N.rtp Calc = MM Frort Door laces: N
1
wrightsoft' Right-J® Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove CoA Wafer Parr FL 32792 Phone: (407) 629. 6920 Fax: (407) 629 - 9307 Web: wawOneStopCoolirg oom License: CA0032444
Job: Lot 043 Sorrento A RHG Bed4 ...
Date: 05/20/2017
By. tF/RI/AT
1 Room name Entire House PWDR
2 Exposed wall 2535 ft 12D 11
3 Room height 92 ft d 9.3 ft heaVoDol
4 Room dimensions 45 x 75 It
5 Room area 21173 1F 33.8 IP
Ty Consrumon
number
U-value
Bbrh4F g
Or HTM
Btuh"
Area (Ili
or perimeter (ft)
Load
Bluh)
Area (Il2)
or perimeter (It)
Load
BWh)
Heat Cool Gross NIPS Heat Cool Gross NiP/S Heat Cod
6 Vjl 1213-0sw
4A5-20m
4B5-21m
OD97
0550
0540
n
n
n
2S3
1435
14.09
2.82
13.41
13S7
270
15
12
243
0
0
615
215
169
685
201
164
0
0
0
0
0
0
0
0
0
0
0
0
tqI 13A-401s 0.143 n V3 2.90 93 69 258 200 42 42 156 121
11 L--_0 11 DO 0" n 10.18 1227 24 24 244 294 0 0 0 0
Vy
G
12B-0sw
4A5-2om
4B5-21m
0A97
0550
0540
a
a
a
253
1435
14.09
2M
27.44
29.62
243
15
12
216
0
0
547
215
169
609
412
355
0
0
0
0
0
0
0
0
0
0
0
0I--G
4A5-20m
0.143
0550
a
a
3.73
1435
2.90
27.44
512
15
483
0
1801
215
1397
412
70
0
66
0
245
0
190
0TE
13A-4ocs
4B5.21m
4B5-2tm
1213-09m
0540
0540
0.097
a
a
s
14.09
14.09
253
29.62
29.62
2.82
8
6
270
0
0
251
113
85
635
237
178
707
4
0
0
0
0
0
56
0
0
118
0
0
C 4A5-2om
4B5-21rn
0550
0540
s
5
1435
14.09
13b1
13.67
15
4
12
4
215
56
204
55
0
0
0
0
0
0
0
0C
VpI 13A-4om
4A5.2om
4A5-2omd
0.143
0550
05W
s
s
s
3.73
1435
M14
2.90
13Z1
15,90
279
30
64
185
25
64
690
431
969
536
408
1018
0
0
0
0
0
0
0
0
0
0
0
0
1---
II-- 2
W
y!
12B-0%N
13A-4ocs
4A5-torn
0A97
0.143
O55D
w
w
w
2S3
3.73
1435
2.82
2.90
27.44
243
414
30
243
369
0
615
1377
431
685
1068
823
0
0
0
0
0
0
0
0
0
0
0
0f. 4A5-20m _
12C-096v
11DO
16B-30ad
0550
0A91
03M
0A32
w
n
1435
238
10.18
0.84
27.44
151
1227
1.76
15
284
21
1517
0
262
21
1517
215
623
217
1267
412
395
262
2668
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
P
LD
C
F 19C-19= 0A49 0.44 031 194 194 86 60 0 0 0 0
F 22A-Oxn _ 1,18D 30.80 0.00 1324 140 4296 0 34 12 370 0
6 0) AED excursion 0 13
Ernelope lossfon 16771 14444 828 443
12 a) IrMlMon 3802 1373 183 66
b) Room eenfilabon 0 0 0 0
13 Internal gains: Occupants @ 230 9 2070 0 0
Applianoesbther 1700 0
Subtotal (lines 6 to 13) 20573 19587 1010 509
Less external load 0 0 0 0
Len trarder 0 0 0 0
Redistribution 0 0 875 467
14 Subtotal 20573 19587 1885 976
15 Dud loads I 11% 24%1 2266 4681 11% 24% 208 233
Trial room load I I 228391 24268 2093 1210
Air required (dm) 0 1160 0 58
Calculations approved NACCAto meet all requirements of Manual J 8tf1 Ed.
f wr`gtr+tsoft- 2018-Mar-01085314
AM Rigl*Suie®Uriversal 2018 18.0.08 RSU16202 Page 1
L Temp%Lol 043 Sorrerw A RHG Bed4 Loft- N rap Cale - MJ8 Frori Door faces: N
wrightsofr Right-J® Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Coati W irter Park FL 32792 Phone, (407) 629.6920 Fax: (407) 629 - 9307 Web- wwwOneStopCoohrg com License: CAC032444
Job: Lao 043 Sorrento ARHG Bed4 ...
Date: 05/20/2017
By: LF/RI/AT
1 Room name STC1 WDY
2 Exposadwell 17.0 f1 0 If
3 Room height 93 fi heaUmN 9.3 f1 heaV000lol
4
5
Room dimensions
Room area
45 x 17.0 11
765 W
6.0 x 75 1t
45D W
Ty Construction
number
U-value
BWW`F)
Or HTM
BWh"
Area (8)
or perimeter (it)
Load
BWh)
Area (W)
or perimeter (f1)
Load
BWh)
Heat Cool Gross NiP/S Heat Cod Grass NPS Heat Cod
6 1213-09w
4A5.20m
4BS2fin
O.097
0550
0540
n
n
n
2.53
1435
14 09
2.82
13AI
13b7
0
0
0
0
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0
0
0
0
11 r D
13A-flocs
11 DO
0.143
03W
n
n
3.73
10.18
2.90
1227
0
0__
0
0
0
0
0
0
0
0
0
0
0
0_
0
0
12B-0s6y
4A5.2om
4B5-2kn
UP
0550
0540
a
a
a
253
1435
14A9
2.82
27.44
29.62
0
0
0_
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A4ocs
4A5.2om
0.143
0550
a
a
3.73
1435
2.90
27.44
158
0
152
0
568
0
440
0
0
0
0
0
0
0
0
0
v^
GG
48S21rn
4BS2hn
12B-0sw
0540
0540
O.097
a
e
s
14.09
14.09
253
29.62
29.62
2.82
0
6-
0
0
0
0
0
85
0
0
178
0
0
0
0
0
0
0
0
0
0
0
0
01l
C 4A5-2om
4B5-2trn
0550
0540
s
s
1435
14.09
13.61
13.67
0
0-
0
0-
0
0_
0
0-
0
0
0
0
0
0
0
0C
G
13A-4ocs
4A5.2om
4A5-2omd
0.143
OS%
05M
s
5
s
3.73
14.35
15.14
2.90
13.61
15.90
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0_
0
0
0C
W 12B-09w
13A-4a5
4A5.2om
O.097
0.143
0550
w
w
w
253
3.73
1435
2.82
2.90
27.44
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5.20m
12C-096Y
11D0
168-30ad
05W
0.091
0"
O.032
w
n
1435
238
laiS
0.84
27.44
151
1227
1.76
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
56
21
0-
0
34
21
0
0
82
217
0
0
52
262
0
P
L-D
C
F 19C-19mcp O.049 0.44 031 0 0 0 0 0 0 0 0
F 22A-tom , 1.180 30.80 OAO 77 17 524 0 45 0 0 0
6 c) AED excursion 20 23
Envelope lossoWn 1176 638 299 291
12 a) Infiltration 259 93 0 0
b) Room %entlaton 0 0 0 0
13 Intemalgams Oocupanls@ 230 0 0 0 0
Apphancesbther 0 500
Subtotal(lines 6to13) 1435 732 299 791
Low external load 0 0 0 0
Less transfer 0 0 0 0
Redistribution 1435 732 284 183
14 Subtotal 0 0 583 973
15 Duct bads I 11% 24%1 0 0 11% 24% 64 233
Total room load 0 0 647 1206
Air required (dm) 0 0 1 0 58
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
10-`ghtsoTt- 2018-Mar-01085314
cA Riglt-Suta®Unversal 201818.0.08 RSU16202 Page 2
L TempIo1043 SorrertoA RHG Bed4 Loft- N nq Calc a KM Frort Door laces N
wrightsofr Right-J® Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardsouve Cotn Winter Park FL 32792 Phone: (407) 629 - 6920 Fax, (407) 629.9307 Web: wmmOreSlopCoolirg com License' CAC032444
Job: Lot 043 Sorrento ARHG Bed4 ...
Date: 05/20/2017
By. LF/RI/AT
1 Room name Krr DNE
2 Exposed wall 105 ft 95 ft
3 Room height 93 4 heattool 93 ft heaVmol
4 Room dimensions 14.0 x 105 ft 1 A x 147D ft
5 Room area 147D IF 147D W
Ty Construtrion
number
U-%Wue
BWhRF n
Or HTM
fth"
Area (W)
or perimeter (ft)
Load
Bluh)
Area (W)
or perimeter (ft)
Load
Bluh)
Heat Cod Gross NWP/S Heat Cod Gross NiP/S Heat Cod
6 Vy 1213 9w OA97 n 2S3 2,82 0 0 0 0 0 0 0 0
WSW n 1435 13A1 0 0 0 0 0 0 0 0fC44AS-20m
852trn 0540 n 14.09 1367 0 0 0 0 0 0 0 0
0.143 n V3 2.90 0 0 0 0 0 0 0 0
1.
13A-4as
11 11 DO 03,% n 10.18 1227 0 0 0 0 0 0 0 0
y 1213-0svu OA97 a 2.53 282 0 0 0 0 0 0 0 0
G 4A5-2om 0550 a 1435 27.44 0 0 0 0 0 0 0 0
l 4135-21m 0540 e 14.09 29.62 0_ 0 0 0 0 0 0 0
V
i13A4ors4A5-20m
0.143
0550
a
a
V3
1435
2.90
27.44
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
485.21rn
485.21m
0540
0540
a
a
14.09
14.09
29.62
29.62
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
12B-0s v 0.097 s 253 282 0 0 0 0 0 0 0 0
4AS-2om 0550 s 1435 13.61 0 0 0 0 0 0 0 0
485.21m 0540 s 14.09 13.67 0 0 0 0- 0 0 0 0
W 13A-4ors 0.143 s 73 2.90 0 0 0 0 0 0 0 0
4A5.2om 0550 s 14.35 13.61 0 0 0 0 0 0 0 0
fi 4A5-2omd 0560 s 15.14 15.90 0 0 0 0 0 0 0 0
W- 12B-0s6v OD97 w 253 282 0 0 0 0- 0- 0 0 0
13A-4ors
4A5-2om
0.143
0550
w
w
73
1435
2.90
27.44
98
0
98
0
364
0
283
0
88
0
73
0
274
0
212
0
I=2 4A5.2om
12C-09w
11DO
0550
OA91
039D
w
n
1435
238
10.18
27.44
151
1227
0
130
0
0
130
0
0
309
0
0
196
0
15
0
0
0
0
0
215
0
0
412
0
0
PI -
r--D
C 16B-30ad 0A32 0.84 1.76 0 0 0 0 56 56 47 98
F 19C-19cscp 0A49 0.44 031 0 0 0 0 0 0 0 0
F - 22A-tDm 1.180 3080 OAO 147 11 323 0 147 10 293 0
6 c) AED exclusion 49 152
Envelope losstain 997 430 828 875
12 a) Infiltration 160 58 145 52
b) Room %enblabon 0 0 0 0
13 Internal gains: Occupants@ 230 0 0 0 0
Appliancesblher 120D 0
SubblalPines 6to13) 1157 1687 973 927 Less
external load 0 0 0 0 LesstrarkSler
0 0 0 0 Redistribution
63 41 113 73 14
Subldal 1220 1728 1086 1000 15
Dud loads I 11% 24%1 134 413 11% 249% 120 239 Total
room load I I 1354 2141 1 1206 1239 Air
required (dm) 0 102 1 0 59 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. f
wrlglsrsoTt- 2018-Mar-010853:14 At &
Right-SU190Universal 2018 18.0.08 RSU16202 Page 3 L
Temp1Lo1043 SorrenioA RHG Sed4 Loft- NJup Calc. MJB Frorl Door laces: N
wrightsoftRight-J® Worksheet Entire
House One
Stop Cooling and Heating 7225
Sardscove Cott W irter Park FL 32792 Phore: (407) 629 - 6920 Fax, (407) 629.9307 Web. wwwOreStopCoohrg com License: CA0032444 Job:
Lot 043 Sorrento A RHG Bed4 ... Date:
05/20/2017 By.
LF/RI/AT 1
Room name GRT WED 2
Exposedvdl 325 4 395 ft 3
Room height 93 ft heaV000l 93 4 heaVcod 4
5
Room
dimensions Room
area 1.
0 x 2815 ft 2815
W 145
x 175 ft 253.
8 W Ty
Coratrucdon number
U-
value BWhA -
9 Or
HTM BWh*)
Area (
It) or
perimeter (ft) Load
BWh)
Area (
II) or
perimeter (ft) Load
BWh)
Heat
cod Gross NP S Heat Cod Gross NAS Heat cool 6
12B-09N 4A5-
20m 4B5-
21m 0A97
0550
05Q
n
n
n
253
1435
14.
09 2.
82 13A1
13.
67 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
t
1 yI
0
13A-
4oce 11
DO 0,
143 0390
n
n
V3
10.
18 2.
90 1227
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
Vjl
2
12B-
0sw 4A5.
2om 4B5-
2Im 0.
097 0550
0S40
a
a
a
253
1435
14.
09 2.
82 27.
44 29.
62 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
s
4A5-
2om 0.
143 0550
a
a
3.
73 14.
35 2.
90 27.
44 0
0
0
0
0
0
0
0
0
163
15
148
0
551
215
428
412
TE13A-
4o 4B5-
21m 4135.
2trn 12B-
09w 0.
540 0540
OD97
a
a
s
14.
09 14.
09 253
29.
62 29.
62 zw
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-
20m 41215-
21n 0550
0540
s
s
1435
14.
09 13S1
13.
67 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
C
13A-
40CS 0.143 s 3.73 2.90 144 80 299 232 135 105 391 304 4A5-
20m 0S50 s 1435 13b1 0 0 0 0 30 25 431 408 l
4A5-2omd 0580 s 15.14 15.90 64 64 969 1018 0 0 0 0 W
y!
1213-
09w , 13A-
4as 4AS20m
0.
097 0.
143 0550
w
w
w
253
3.
73 1435
2.
82 2.
90 27.
44 0
158
30
0
128
0
0
478
431
0
371
823
0
70
0
0
70
0
0
260
0
0
202
0
24A5-20m 12C-
09w 11
DO 0550
OD91
03M
w
n
1435
238
10.
18 27.
44 151
1227
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
R
C
16630ad OA32 0.84 1.76 282 282 235 495 254 254 212 446 F
19c-19cscp 0A49 0.44 031 0 0 0 0 0 0 0 0 F
22A-tpm 1.180 30.80 OAO 282 33 1001 0 254 40 1217 0 6
c) AED excursion 82 82 Envelope
lossrgain 3413 3021 3278 2118 12
a) tr ftbon 495 179 601 217 b)
Room ventlabon 0 0 0 0 13
Inlernal gains Ooaupaft @ 230 0 0 2 460 Applianoesbtlwer
0 0 Subtotal
pines 6Io 13) 39D7 3200 3879 2795 Len
external load 0 0 0 0 Len
transfer 0 0 0 0 Redistribubon
0 0 0 0 14
Subtotal 3907 3200 3879 2795 15
Duct loads 1 11% 24%1 430 765 11% 24% 427 668 Total
room load I 1 1 4338 3964 4306 3463 Air
required (dm) 0 189 1 1 0 166 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. 1*-
wrt0I'T-=4w1't- 2018-Mar-010853.14 RigtFStiteODUnversal
201818.0.08 RSU16202 Page 4 L
Temptlot 043 Sorrerto A RHG Bed4 Loft- N rtp Calc =" Frort Door laces N
wrightsofr Right-JO Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Court Wirter Park FL 32792 PhDre: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg oom License: CAC032444
Job: Lot 043 Sorrento ARHG Be& ...
Date: 05/20/2017
By. LF/RI/AT
1 Room name MTOI METH
2 Exposed well 0 h 13.0 h
3 Room height 93 h heattool 93 h heaV000l
4
5
Room dimensions
Room area
35 x 6.0 h
21 A IF
65 x 13.0 h
84.5 1P
Ty Construction U-value Or HTM Area (flz) Load Area (It) Load
number Bb1hW-*g I or perimeter (h) Bbrh) or perimeter (ft) Bbrh)
Heat Cod Gross NAS Heat Cod Gross NAS Heat Cod
6 Vjl 12B•O96v O.097 n 2.53 2.82 0 0 0 0 0 0 0 0
4A5.2om 05W n 14.35 13.41 0 0 0 0 0 0 0 0II--- fCi 4135-21m O-W n 14.09 13.67 0 0_ 0 0 0 0 0 0
W 13A-flocs 0.143 n 3.73 2.90 0 0 0 0 0 0 0 0
11 L-D 11 DO 0.3W n 10.18 1227 0 0 0 0_ 0 0 0 0
12B-0av OD97 a 2.53 282 0 0 0 0 0 0 0 0
4AS-2om 05W a 1435 27.44 0 0 0 0 0 0 0 0
485.21m 0540 a 14M 29.62 0 0 0 0_ 0 0 0 0
G
13A-4oas 0.143 a 3.73 2.90 0 0 0 0 121 117 436 339
4A5-2om 05W a 1435 77.44 0 0 0 0 0 0 0 0
II-G 48S2hn 0540 a 14.09 29.62 0 0 0 0 4 0 56 118
4135-21m _ O.540 e 14.09 29.62 0 0- 0 0 0 0 0 0
1213-0sw 0.097 s 253 2.82 0 0 0 0 0 0 0 0
4A5-2om
41215-21irn _
0550
O.540
s
s
1435
14.09
13.61
13A7
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Vj!
G
13A-4oc s 0.143 s 3.73 2.90 0 0 0 0 0 0 0 0
4A5-2om 0550 s 14.35 13.61 0 0 0 0 0 0 0 0
G 4A5-2omd, 0580 s_ 15.14 15.90 0 0 0 0 0 0 0
W
y/
G
12B-09N
13A-4oce
4AS2om O.
097 0.
143 0550
w w
w
253
3.
73
14.35
282 2.
90
27.44
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
G
R
LD
4A5-
20m
12C-09w
11DO 0.
550
OA91 0390
w
n
1435
238
1(
118
27.44
151 1227
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
C
168.
30ad O.032 084 1.76 21 21 18 37 68 68 57 120 F 19C•
19cscP O.049 0.44 031 0 0 0 0 0 0 0 0 F _ 22A-
tom 1.180 3080 0.00 21 0 0 0 85 13 400 0 6 c)
AED excursion 1 8 Envelope lossrgmn
18 36 950 586 12 a)
btbllrabon 0 0 198 71 b) Room
wifilalion 0 0 0 0 13 Internalorm
O=parns@ 230 0 0 0 0 Applianoesttw 0
0 Subtotal (lines
6 b 13) 18 36 1148 657 Less external
load 0 0 0 0 Less transfer
0 0 0 0 Redistribution 0
0 759 393 14 Subtotal
18 36 1907 1050 15 DuCloads
I11% 24%1 2 9 11% 24% 210 251 Trial room
load 19 44 1 2117 1301 Air required (
dm) 0 2 10 62 Calculations approved
by ACCA to meet all requirements of Manual J 8th Ed. 1 wr
grstsoTe- 2018-Mar-010853:14 At& Riga-
Sute®Uriversal 2018 18.0.08 RSU16202 Page 5 L TempIol043
SorrerfpA RHG Bed4 Loh - Krup Cale - MR Fror1 Door faces: N
wrightsoft, Right-J® Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Court Wirier Park, FL 32792 Phone: (407) 629.6920 Fax: (407) 629.9307 Web: wwwOreStopCoolirg com License' CA0032444
Job: Lot 043 Sorrento ARHG Bed4 ...
Date: 05/20/2017
By. LF/RI/AT
1 Room name MWIC H
2 Exposed %ell 0 A 55 11
3 Room height 93 it heal0cnd 93 11 heaVood
4
5
Room dimensions
Room area
1.0 x 602 11
60.9 fF
1.0 x 1722 11
1722 W
Ty Construction
number
U-value
BWhA g
Or HTM
BWW
Area (W)
or perimeter (It)
Load
BAJh)
Area M
or permeter (11)
Load
BWh)
Heal Cool Gross NAPS Heat Cool Gross NPIS Heal Cod
6 12B-09N
4AS-20M
4B5-21n
OD97
0550
0540
n
n
n
2.53
14.35
14.09
2.82
13.41
13b7
0
0
0
0
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0
0
0
0
11
Vy 13A-4-
11 DO
0.143
0390
n
n
3.73
10.18
2M
1227
0
0
0
0
0
0
0
0
51
24
27
24
101
244
79
294
12B-09w
4A5-2om
4B5.21m
OD97
0550
0540
a
a
a
253
1435
14.09
2.82
27.44
29.62
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
13A-4ors
4A5.2om
0.143
0550
a
a
3.73
14.35
2.90
27.44
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5.21m
4B5-2trn
12B-Osw
0540
0540
0.097
a
a
s
14.09
14.09
253
29.62
29.62
2.82
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0Vjl
f 4A5.2om
485-2lm
0550
0.540
s
s
1435
14.09
13.61
13.67
0
0
0
0
0
0
0
0
0
0,
0
0
0
0
0
0TC
Vj!
I-:
13A-4ocs
4ASS-20m
4A5-2omd
0.143
0550
0580
s
s
5
a73
1435
15.14
2.90
13.61
15.90
0
0
0_
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
W
V613A-4o04
12B-09N
4A5.2om
0.097
0.143
0550
w
w
w
2M
3.73
1435
2.82
2.90
27.44
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5.20m
12C-09w
11D0
16B-30ad
0550
OA91
0"
OA32
w
n
14.35
238
10.18
084
27.44
151
1227
1.76
0
0
0
43
0
0
0
43
0
0
0
36
0
0
0
76
0
98
0
0
0
98
0
0
0
232
0
0
0
147
0
0
R
C
F 19C-19c %P 0.049 0.44 031 0 0 0 0 0 0 0 0
F 22A-Iom 1.180 30.80 0.00 61 0 0 0 173 6 169 0
6 c) AED excursion 2 16
Emoelope lossrgain 36 74 747 5(34
12 a) Infiltration 0 0 84 30
b) Room wntilabon 0 0 0 0
13 Intemalgains Omrpants@ 230 0 0 0 0
Applianoerrot er 0 1 0
Subtotal pines 6 to 13) 36 74 831 535
Low exlemalload 0 0 0 0
Lesstrarafer 0 0 0 0
Redistribution 171 110 831 535
14 Subtotal 207 184 0 0
151 Duciloads ll% 24%1 23 44 11% 24% 0 0
Total room load 230 228 0 0
Air required (dm) 0 11 1 1 0 0
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
wrr gt+tsoft- 2018-Mar-010853:14
AE•-zc " "' """^'^-' Righ-SuteOUnversal 201818.0.08 RSU16202 Page 6
L Temp%ol043 SorrerwA RHG Bed4 Loft - Nnp Cale a" Frort Door laces N
wrightsoft' Right-J® Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Court. Wirier Park, FL 32792 Phone: (407) 629. 6920 Fax. (407) 629. 9307 Web' wwwOreStopCooling oom License: CAC032444
Job: Lot 043 Sorrento ARHG Bed4 ...
Date: 05/20/2017
By. LF/RI/AT
1 Room name BED2 BED3
2 E wan 25D 11 25.0 ff
3 Room height 9.0 f1 heat/mol 9.0 11 heakool
4
5
Room dimensions
Room area
135 x 115 ff
1553 Ili
1.0 x 164.0 It
164D Its
Ty
number 1v -F)
value Q
Btuh*) orHTM perimeetter (11)
LoW
BUrh) or perimeetter (II)
Load
BGrh)
Heat Cool Gross NrP/S Heat Cool Gross NrPIS Heat Cod
6 V)I
IL--
12B-0sw
4A5-20m
485.21m
0.097
0550
0540
n
n
n
2S314.
35 14.
09 2.
82 13.
41 13S7
0
0
0
0
0
0
0
0
0
0
0
0
99
15
0
84
0
0
213
215
0
237
201
0
11
Vy
D
13A-
4 11
DO 0.
143 0390
n
n-
3.
73 10.
18 2.
90 1227
0
0
0
0
0
0 0
0
0
0
0-
0
0
0
0
12B-
09m 4A5.
2om 4B5.
21m 0A97
05M
0540
a
a
a
253
1435
14.
09 2.
82 27.
44 29.
62 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
13A-
4o s 4A5.
20m 0.
143 0550
a
a
a73
14.
35 2.
90 27.
44 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
TE 4BS2hn 4B5-
2hn 12B-
09w O-
W 0540
OA97
a
a
s
14.
09 14.
09 253
29.
62 29.
62 2.
82 0
0_
122
0
0
107
0
0
270
0
0
300
0
0
0
0
0__
0
0
0
0
0
0
0
V F
4A5.2om 4B5-
21n. US%
0.
540 s
s
14.
35 14.
09 13b1
13S7
15
0
12
0
215
0
204
0_
0
0
0
0._
0
0
0
0
G
CG
1pr
13A-4= 4AS20m
4A5-
2omd 0.
143 0550
0580
s
s
s
3.
73 14.
35 15.
14 2.
90 13.
61 15.
90 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
TC' W
12B-0sw 13A-
4ocs 4A5S2om
0A97
0.
143 o550
w
w
w
2.
53 3.
73 1435
282.
2.
90 27.
44 104
0
0
104
0
0
262
0
0
292
0
0
126
0
0
126
0
0
319
0
0
355
0
0
I=
i 4A5.20m 12C-
09v 11
DO 168.
30ad 0.
550 OA91
0"
0.
032 w
n
14M
238
10.
18 0,
84 27.
44 151
1227
1.
76 0
0
0
155
0
0
0
155
0
0
0
130
0.
0
0
273
0
0
0
164
0
0
0
164
0
0
0
137
0
0
0
288
P
L--
0 C
F
19C-19rscp 0.049 0.44 031 0 0 0 0 99 99 44 31 F.
22A•tDM 1.180 30.80 OAO 0 0 0 0 0 0 0 0 6
c) AED excursion 36 42 Ernelope
lossrgain 877 1033 928 1070 12
a) Infiltration 368 133 368 133 b)
Room wnOlation 0 0 0 0 13
Intarnal gains: Omuparns@ 230 1 230 1 230 Appliancesrother
0 0 Subtotal (
lines 6 to 13) 1245 1396 1296 1433 Less
external load 0 0 0 0 Less
transler 0 0 0 0 Redistribution
0 0 0 0 14
Subtotal 1245 1396 1296 1433 15
Dud loads 1 11%, 24%1 137 334 11% 24% 143 343 Total
room load I I 1382 11730 1439 1776 Air
required (dm) 0 83 1 1 0 85 Calculations
approved byACCAto meet all requirements of Manual J 8th Ed. A}
t =
221 rS4 - 2018-Mar-01 0853:14 8K '""""
RigN•Sute4DUriversal 201818.0.08 RSU16202 Page 7 L TempIot
043 Sorrerto A RHG Bed4 Loft- N rup Cale KMFrori Door laces: N
wrighttsoft* Right-J® Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Court Wirser Park, FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629.9307 Web. wAw0reStopCoolirg com License: CAC032444
Job: Lot 043 Sorrento A RHG Bed4 ...
Date: 05/20/2017
By. LF/RI/AT
1 Room name TOP BEN
2 Exposed Nell 75 ft 245 11
3 Room height 9.0 D heaV=l 91) f1 heaU000l
4
5
Room dimensions
Room area
6.0 x 6.0 tt
36.0 fF
1.0 x 137D f1
137.0 W
Ty U-value Or HTM Area (fF) Load Area (W) Load
number BRA MIL- BWh4F) or perimeter (I) Btuh) or perimeter (4) Bhuh)
Heal Cool Gross NAPSS Heal Cod Gross NAPS Heat Cod
6 1213-09N
4A5-2om
Q5-21m
0.097
0550
0540
n
n
n
253
1435
14A9
2.82
13A1
13.67
54
0
6
48
0
0
122
0
85
135
0
82
117
0
6
111
0
0
281
0
85
313
0
82
G
1--G
11
y1
L-D
13A-40cs
11 DO
0.143
0.390
n
n
3.73
10.18
2.90
1227
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
12B-09N
4A5-2om
4B5.2kn
OA97
0550
0.540
a
a
a
2.53
1435
14.09
2.82
27.44
29.62
0
0
0
0
0
0
0
0
0
0
0
0
104
15
0
89
0
0
224
215
249
412
0
yl
C
13A-4ocs
4A5-20m
0.143
05W
a
a
3.73
14.35
2.90
27.44
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
G
Imo'
4BS21m
4135.21n
128-09w
0540
0.540
0.097
a
e,
s
14.09
14.09
253
29.62
29.62
2.82
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0
0
0
0_
0
0
0
0VjI
4A5-2om
4B5.21m
0550
0540
s
s
1435
14.09
13A1
13.67
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0C
13A4ocs
4A5.2om
4A5-2omd
0.143
05500580
s
s
6
3.
73 14.
35 15.
14 2-
90 13bl
15.
90 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
W
VjI
I--
G 12B-
09w 13A-
40CS 4AS2om
0.
097 0.
143 0550
w
w
w
253
3.
73 14.
35 2.
82 2.
90 27.
44 14
0
0
14
0
0
34
0
0
38
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Ili
P
C
4A5.
2om 12C•
09w 11DO
1613•
30ad 0550
0A91
0390
0.
032 w
n
1435
238
10.
18 0.
84 27.
44 151
1227
1.
76 0_
0
0
36
0
0
0
36
0
0
0
30
0_
0
0
63
0
0
0
137
0
0
0
137
0
0
0
114
0
0
0
241
F _
19C-19cscp 0.049 0.44 031 36 36 16 11 22 22 10 7 F
22A-tom 1.180 30.80 0.00 0 0 0 0 0 0 0 0 6
c) AED excursion 10 16 Emelope
Iossbain 286 319 929 1288 12
a) trlfiWon 110 40 361 130 b).
Room %enfilabon 0 0 0 0 13
Internal gains O=paft@ no 0 0 1 230 Applaxeslother
0 0 Subtotal (
lines 6 to 13) 397 359 1290 1648 Less
erdemalload 0 0 0 0 Less
trarder 0 0 0 0 Redistribution
0 0 98 539 14
Subtotal 397 359 1387 2187 15
Dud loads I 11% 24%1 44 86 11% 24% 153 523 Total
room bad 440 445 1540 2710 Air
required (dm) 0 21 0 130 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. wr`
ghtsolt 2018-Mar-010853:14 A& '"""' ""'-"----
Regis-Sute4MUriversal201818.0.08RSU16202 Page L
Temp\Lot 043 SorrerloA RHG Bed4 Loft- N.rup Cale a M,18 Frort Door taces' N
wrightsoftRight-J® Worksheet Entire
House One
Stop Cooling and Heating 7225
Sardscove Court, W irter Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629. 9307 Web- wwwOr eSlopCoolirg com License- CAC032444 Job:
Lot 043 Sorrento ARHG Bed4 ... Date:
05/20/2017 By.
LF/RI/AT 1
Room name LOFT STC2 2
Exposed Hall 12.0 II 155 0 3
Room height 9.0 ff heatkool 9.0 If heattool 4
5
Room
dimensions Room
area 1.
0 x 191 A ff 191
A r 45
x 11 A It 495
W Ty
Construction number
U-
value BWh4F-
9 Or
HTM BWh"
Area (
A) or
perimeter (It) Load
BWh)
Area (
II) or
perimeter (4) Load
BWh)
Heat
Cod Gross NAS Heat Cod Gross NP/S Heat Cod 6
V I I--(
12B-
0sw 4A5.
20m 4B5-
2bn OA97
O-
W 0540
n
n
n
253
14.
35 14.
09 282
13AI
1387
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-C Vy
D
1113A-
4ors 11D0
0.
143 0390
n
n
3.
73 10.
18 2.
90 1227
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
ILS12B-
0sw 4AS-
2om 485.
21M 0.
097 0550
0540
a
a
a
2.
53 1435
14.
09 2.
82 27.
44 29.
62 0
0
0
0
0
0
0
0
0
0
0
0
99
0
12
87
0
0
220
0
169
245
0
355
13A-
4ocs 4A5-
2om 0.
143 0550
a
a
3.
73 1435
2.
90 27.
44 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5.
2trn 4B5.
21M 128•
Osw 0540
0540
0.
097 a
e_
s
14.
09 14D9
253
29.
62 29.
62 2.
82 0
0
108
0
0_
104
0
0
263
0
0
293
0
0
41
0
0
41
0
0
103
0
0
114
4AS-
2om 4B5-
2trn 0550
0540
s
s
1435
14.
09 13.
61 13.
67 0
4
0
4
0
56
0
55
0
0
0
0_
0
0
0
0
T=
13A-4oce 4A5.
2om 4A5.
2omd 0.
143 0550
0580
s
s
s
3.
73 1435
15.
14 2.
90 1381
15.
90 0
0
0_
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
W
y
612B-
09w 13A-
4oeS 4A5.
2orn OD97
0.
143 0550
w
w
w
253
3.
73 1435
2.
82 2.
90 27.
44 0
0
0
0
0
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0
0
0
R
L-
D C
4A5-
2om _ 12C-
09w 11D0
16&
30ad 05W
0.
091 03M
0.
032 w
n
1435
238
10.
18 084
27.
44 151
1227
1.
76 0_
0
0
191
0
0
0
191
0
0
0
160
0
0
0
336
0
0
0
50
0
0
0
50
0
0
0
41
0
0
0
87
F
19C-19oscp O.049 0.44 031 3 3 1 1 0 0 0 0 F
22A-lom 1.180 3080 OAO 0 0 0 0. 0 0 0 0 6
c) AED exojrsion 21 56 Envelope
loss0gain 480 663 533 857 12
a) Infiltration 177 64 228 82 b)
Room verrolation 0 0 0 0 13
Internal gains Ocapants@ 230 0 0 0 0 Applianoesrolher
0 0 Subtotal
pines 6 to 13) 657 727 762 940 Less
external load 0 0 0 0 Lessiranster
0 0 0 0 Redist
ibution 857 1475 762 940 14
Subtotal 1514 2202 0 0 15
Dud loads 1 11% 24%1 167 526 11% 24% 0 0 Total
room load I I 1680 12728 0 0 Air
required (dm) 0 130 1 1 0 0 Calculations
approved byACCAto meet all requirements of Manual J 8th Ed. wrr`
glstsol!- 2018-Mar-010853,14 RigltSute®
Unversal201818.0.08 RSU16202 Page L
Temp\Lol 043 Sorrerto A RHG Sed4 Loft - N rup Cale a" Frort Door laces N
wrightsoft Right-J® Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Court Winter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web- wawOreStopCoolirg com License CAC032444
Job: Lot 043 Sorrento A RHG Bed4 ...
Date: 05/20/2017
By. LF/RI/AT
1 Room name
2 Exposedvell 0 4 45 4
3 Room height 9.0 4 heaVcool 9.0 4 heaftol
4 Room dimensions 25 x 3.0 4 45 x 45 4
5 Room area 75 W 203 W
Ty Construction
number
U-value
Btuh4R--q
Or HTM
BWF1
Area (W)
or perimeter (4)
Load
BWh)
Area (4x)
or perimeter (4)
Load
Btuh)
Heat Cool Gross N/P/S Heat Cool Gross N/PIS Heat Cod
6
C
12B-OsN
4A5.20m
0.097
0S50
n
n
253
1435
2.82
13AI
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
C 48S21m 0540 n 14.09 13.67 0 0 0 0 0 0 0 0
VpI 13A-4ocs 0.143 n 3.73 2.90 0 0 0 0 0 0 0 0
11 D 11 DO 03W n 10.18 1227 0 0 0_ 0_ 0 0 0 0
1gl
I 2
1213-05w
4A5-2omQ5-21m
0.097
0550
0540
a
a
a
253
1435
14A9
2.82
27.44
29.62
0
0
0
0
0
0
0
0
0
0
0
0
41
0
0
41
0
0
103
0
0_
114
0
0
G
13A-4oes
4A5.20m
0.143
0550
a
a
3.73
1435
2.90
27.44
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4BS21m
4B5-2tm
12B-ftN
0540
0540
0A97
a
a
s
14.09
14.09
253
29.62
29.62
2.82
0
0
0
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
485.21m
0550
o540
s
s
1435
14.09
13.61
13.67
0
0
0
0_
0
0
0
0
0
0_
0
0
0
0
0
0
13A-4o s
4A5.20m
0.143
0550
s
s
3.73
14.35
2.90
13.61
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5.2omd 0580 s 15.14 15.90 0 0 0 0 0 0 0 0
W
yy11
EGG
128-096v
13A-40 s
4A5.20m
OD97
0.143
0550
w
w
w
2S3
3.73
1435
2.82
2.90
27.44
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Ili 4A5.20m
12C-09w
11DO _
168-30ad
0550
0A91
0390
0.032
w"
n
1435
238
10.18
0.84
27.44
151
1227
1.76
0
0
0
8
0
0
0
8
0
0
0
6
0
0
0
13
0
0
0
20
0
0
0
20
0
0
0
17
0
0
0
36
P
L-D
C
F 19C-19cscp 0A49 0.44 031 8 8 3_ 2_ 0 0 0 0
F 22A-1Dm 1.180 30.80 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 0 31
Envelopelosslgain 10 15 119 119
12 a) Infi"on 0 0 66 24
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants@ 230 0 0 4 920
Appliancesbther 0 0
Subtotal Pines 6ID 13) 10 15 186 1063
Lem external load 0 0 0 0
Lesstransler 0 0 0 0
Redistribution 10 15 186 1063
14 Sublolal 0 0 0 0
151 Dud loads 1 11% 249/6 0 0 11% 24"/0 0 0
Total room load 0 0 0 0
Air required (dm) 0 0 0 0
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
wrl glstsofl 2018-Mar-010853.14
Right-Sute4DUriversal 201818.0.08 RSU16202 Page 10
L Temp\Lo1043 SorrerloA RHG Bed4 Loft. N.rup Cale= KM Front Door laces N
wrightsoft• Right-J® Worksheet
Entire House
One Stop Cooling and Heating
7225 Sardscove Court Winer Park FL 32792 Phore. (407) 629 - 6920 Fax, (407) 629.9307 Web: wwwOreStopCoolirg.com License: CAC032444
Job: Lot 043 Sorrento ARHG Bed4 ...
Date: 05/20/2017
By: LF/RI/AT
1 Room name BTH2
2 Exposed Nell 0 e
3 Room height 9.0 4 heaftol
4 Room dimensions 6A x 55 f1
5 Room area 33D W
Ty CConstrudion U-vaalue Or HTM Area (It) Load Area Load
number Bbuh4RL`9 Bbu11AP) or perimeter (II) BWh) or perimeter
Heal Cod Gross NiPIS Heat cod Gross PUPS Heal Cod
6 V)I 12B-09w OD97 n 2.53 2.82 0 0 0 0
4A5.2om OS50 n 1435 13.41 0 0 0 0IE---GG 4BS21m 0540 n 14.09 13.67 0 0 0 0
VI-D
13A-40cs 0.143 n 3.73 2.90 0 0 0 0
1 1 11 DO 0390 n 10.18 1227 0 0 0 0
12B-0sw OD97 a 253 2.82 0 0 0 0
4A5.2om O-&W a 1435 27.44 0 0 0 0
485-21n 0540 a 14.09 29.62 0 0 0 0
G
13A-4ocs 0.143 a 3.73 2.90 0 0 0 0
4A5.2om 050 a 1435 2. 0 0 0 0
L
G aBS2bn OS40 a 14.09 299.6262 0 0 0 0
4135.21n 0540 a 14.09 29.62 0 0 0 0
1213-09w 0.097 s 2.53 2.82 0 0 0 0
4A5-2om 0550 s 14,35 13.61 0 0 0 0
485-21m. 0540 s 14.09 13.67 0 0 0_ 0-
13A-4ocs 0.143 s 3.73 2.90 0 0 0 0
4A5.2om 0550 s 1435 13.61 0 0 0 0
4A5-2omd 0580 s 15.14 15.90 0 0 0
W 1213-0sw 0.097 w 253 2.82 0 0 0
0
0
2
13A-40cs
4A5-20m
0.143
0550
w
w
3.73
1435
2.90
27.44
0
0
0
0
0
0
0
0
4A5.20m 0550 w 1435 27.44 0 0 0 0
R
I--D
12C-09w 0.091 238 151 0 0 0 0
11 DO 0390 n 10.18 1227 0 0 0 0
c 1613-30ad 0.032 0.84 1.76 33 33 28 58
F 19C-19csg1 0.049 0.44 031 27 27 12 8
F 22A-bxn - 1.180 30.80 0.00 0 0-- 0 0
6 c) AED excursion 2
Envelope lossigain 40 65
12 a) Irfillrabon 0 0
b) Room ven8lalion 0 0
13 hiemal gains: Oo @ 230 0 0
ApphancestfW 0
Subtotal (lines 6 to 13) 40 65
Less eA8rrkd load 0 0
Lesstansfer 0 0
Redislribulion 3 4
14 Subtotal 42 69
15 Dud bads 1 11%, 24%1 5 16
Total room load 47 85
Air required (dm) 0 4
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
t- wr`gtstsoTt 2018-Mar-010853.14
cA "^"' "-^ Rig116Sute6Uriversal201818A.08 RSU16202 Page 11
L TempNLot 043 SorrerloA RHG Sed4 Loll- N.rup Calc-" Fron Door laces: N
Duct System SJob: LoI043 Sorrer4o ARHG B... wrightsoft•
y Summary Date: 05/20/2017 Entire
House By. LF/RI/AT One
Stop Cooling and Heating 7225
Sardscove Co rL W uter Park FL 32792 Phore: (407) 629 - 6920 Fax. (407) 629 - 9307 Web. wwwOreStopCoolmg com Louise: CAC032444 For:
Park Square Homes 3962
Saltmarsh Loop, Sanford, FL External
static pressure Pressure
losses Available
static pressure Supply /
return available pressure Lowest
friction rate Actual
air flow Total
effective length (TEL) Heating
0.
50 in H2O 0.
16 in H2O 0.
34 in H2O 0.
170/0.170 in H2O 0.
169 in/100ft 0
cfm 201
Cooling
0.
50 in H2O 0.
16 in H2O 0.
34 in H2O 0.
170/0.170 in H2O 0.
169 in/100ft 1160
cfm Name
Design
Btuh)
Htg
cfm)
Gg
cfm)
Design
FR
Diam
in)
H
x W in)
Dud
Matt
Actual
Ln (
ft) Ftg.
Egv Ln (
ft) Trunk BED2
c 1730 0 83 0.277 6.0 Ox 0 VIFx 22.8 100.0 SO BEDS
c 1776 0 85 0.268 6.0 Ox 0 MR 22.1 105.0 SO BEN
c 2710 0 130 0.275 7.0 Ox 0 MR 23.7 100.0 SO BTH2
c 85 0 4 0.307 4.0 Ox 0 VIFx 15.6 95.0 st1 DWE
c 1239 0 59 0.179 5.0 Ox 0 VIFx 45.4 145.0 st3 GRT
c 3964 0 189 0.176 9.0 Ox 0 VIFx 48.0 145.0 st3 Kfr
c 2141 0 102 0.214 6.0 Ox 0 MR 28.9 130.0 st2 LNDV
c 1206 0 58 0.228 5.0 Ox 0 VIFx 24.4 125.0 st2 LOFT•
A c 2728 0 130 0.282 6.0 Ox 0 VIFx 20.5 100.0 SO MBED
c 3463 0 166 0.170 8.0 Ox 0 VIFx 50.5 150.0 st3 MBTH
c 1301 0 62 0.169 5.0 Ox 0 VIFx 51.4 150.0 st3 wrol
c 44 0 2 0.177 4.0 Ox 0 VIFx 41.9 150.0 st3 MWr,
A c 228 0 11 0.176 4.0 Ox 0 VIFx 43.4 150.0 st3 PWDR
c 1210 0 58 0.219 5.0 Ox 0 VIFx 24.9 130.0 st2 TOp
c 445 0 21 0.293 4.0 Ox 0 MR 20.9 95.0 st1 Trunk
Htg Cig Design Veloc Diam H x W Duct Name
Type dm) cfm) FR fpm) in) in) Material Trunk st2
PeakAVF 0 707 0.169 662 14.0 0 x 0 unIFIX st1
PeakAVF 0 453 0.268 577 12.0 0 x 0 unIFIX s13
PeakAVF 0 489 0.169 623 12.0 0 x 0 unIFIX st2 wrightsoTt'
2018-Mar-010853:16 r....
Right-Sute®Unversal2018 18.0.08 RSU16202 Page 1 ACCk ...
L Temp\Lo1043 SorrertoA RHG Bed4 Loft. N.np Calc- MA Frort Door laces N
Name
Grille
Size (in)
Htg
cim)
Clg
cim)
TEL
ft)
Design
FR
Veloc
tpm)
Diam
in)
H x W
in)
Stud/Joist
Opening (in)
Dud
Mal Trunk
rb1 Ox 0 0 1160 0 0 0 0 Ox 0 VIFx
wrightsoft' 2018-Mar-01 0853:16
w• .....,.,•.-. , Righ-SUIe®Uriversa1201818.0.08 RSU16202 Pape 2
14CCP....L Templet 043 Sorrerlo A RHG Bed4 Loll - N nq Calc -" Frort Door laces N
Static Pressure and Friction Rate Job: Lot 043Sorrento ARHGB... wrightsoft'
Date: 05/20/2017 Entire
House By. LF/RI/AT One
Stop Cooling and Heating 7225
Sardscove Cout W irter Park FL 32792 Phone: (407) 629.6920 Fax, (407) 629 - 9307 Web wvrwOneStopCoolirg.com License: CAC032444 For:
Park Square Homes 3962
Saltmarsh Loop, Sanford, FL Heating
Cooling in
H2O) in H2O) External
static pressure 0.50 0.50 Pressurelosses
Coil
0 0 Heat
exchanger 0 0 Supply
diffusers 0.03 0.03 Return
grilles 0.03 0.03 Filter
0.10 0.10 Humidifier
0 0 Balancing
damper 0 0 Other
device 0 0 Available
static pressure 0.34 0.34 Total•
Supply
Return ft)
ft) Measured
length of run -out 15 0 Measured
length of trunk 37 0 Equivalent
length of fittings 150 0 Total
length 201 0 Total
effective length 201 FrictionRate
Heating
Cooling . in/
100ft) in/100ft) Supply
Duds 0.169 OK 0.169 OK Return
Duds 0.169 OK 0.169 OK Fitting
Equivalent LengthDetails supply
4X--35,11 A=20,11 G=5,11 G=5,11 A=20,11 J=15,1 A--35,11 G=5,11 G=5,11 Gam: TotalEL=150 Return
TotalEL=O wrightsoft'
2018-Mar-01 0853:16 Righ-
Sute®Uriversal 201818,0.08 RSU16202 Page 1 A .-
L TempIot 043 Sorrerto A RHG Bed4 Loft- Niup Cale - MA Frort Door taces N
2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Lot 043 Sorrento A RHG Bed4 Loft - N Builder Name: Park Square Homes
Street: 3962 Saltmarsh Loop Permit Office: City of Sanford
City, State, Zip: Sanford , FL , Permit Number:
Owner: Park Square Homes Jurisdiction: 691500
Design Location: FL, Orlando
COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA
General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall
The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material.
requirements Breaks or joints in the air barrier shall be sealed.
Ceiling/attic
The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in any dropped ceiling/soffit
the insulation and 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 attics aces shall be sealed.
Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls
The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with
sealed. a material having a thermal resistance of R-3 per inch
Knee walls shall be sealed. minimum.
Exterior thermal envelope insulation for framed walls
shall be installed in substantial contact and
continuous alignment with the air barrier.
Windows, skylights The space between window/door jambs and framing, and
and doors skylights and framing shall be sealed.
Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated.
Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to
including insulation. maintain permanent contact with the underside of
above -garage subfloor decking, or floor framing cavity insulation
and cantilevered shall be permitted to be in contact with the top side
floors) of sheathing, or continuous insulation installed on
the underside of floor framing and extends from the
bottom to the top of all perimeter floor framing
members.
Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation
a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls
Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to
exterior or unconditioned space shall be sealed.
Batts in narrow cavities shall be cut to fit, or narrow
Narrow cavities cavities shall be filled by insulation that on
installation readily conforms to the available cavity
spaces.
Garage separation Air sealing shall be provided between the garage and conditioned spa s.
Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building
shall be sealed to the drywall. thermal envelope shall be air tight and IC rated.
Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring
and plumbing in exterior walls, or insulation that on
installation readily conforms to available space shall
Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall
on exterior wall tubs shall separate them from the showers and tubs. be insulated.
Electrical/phone box or The air barrier shall be installed behind electrical or communication
exterior walls boxes or air -sealed boxes shall be installed.
HVAC register boots HVAC register boots that penetrate building thermal envelope shall
be sealed to the sub -floor or drywall.
Concealed When required to be sealed, concealed fire sprinklers shall only be
sprinklers sealed in a manner that is recommended by the manufacturer.
Caulking or other adhesive sealants shall not be used to fill voids
between fore snrinkler cover plates and walls or reolpring
a. In addition, inspection of log walls shall be in accordance with the provisions of IGG-400.
3/1/2018 9:07 AM EnergyGaugeO USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1
10X6
62 cfm
10X6
58 cfm
EF1 VfW
Job #- Lot 043 Sorrento A RHG Bed4 Loft - N
Performed by LF/RVAT for:
Park Square Homes
3962 Sahmarsh Loop
Sanford, FL
Level 1
EF1 = 50 CFM Fan
EF2 = 80 CFM Fan
EF3 = 110 CFM Fan
EFL1 = 50 CFM Fan
EFL2 = 80 CFM Fan
EFL3 = 110 CFM Fan
VTR = Vent to Roof
VTW = Vent to Wall
DV = Dryer Vent
RV = Range Vent
Lineset Chase
Condensate
O= Thermostat 18/8
SRB = Small Reduction Box
LRB = Large Reduction Box
FBB = Feld Built Box
One Stop Cooling and Heating
7225 Sandscove Court
Winter Park, FL 32792
Phone: (407) 629 - 6920 Fax: (407) 629 - 9307
wAw OneStopCooling.com
Scale:1 : 95
Page 1
Right -Suite® Universal 2018
18.0.0E RSU16202
2018-Mar-010857:13
Sorrento A RHG Bed4 Loft - N.nrp
Job #: Lot 043 Sorrento A RHG Bed4 Loft - N
Pertormed by LF/RVAT for:
Park Square Homes
3962 Saltmarsh Loop
Sanford, FL
Level 2
One Stop Cooling and Heating
7225 Sandscove Court
Winter Park FL 32792
Phone: (407) 629 - 6920 Fax: (407) 629 - 9307
wAw OneStopCooling.00m
4"cale:1 : 95
Page 2
Right -Suite® Uruversal 2018
1110.08 RSU 16202
2018-Mar-0108:57:13
Sorrenlo ARHG Bed4 Loft- N.rup
pal- S(u 9-14a/h cr
to&trjoXas Snv(=-,"
RECORD
COPY
s 7t?
9iLoory d AJ
VIP
2
4
If
LALP
Pfll
h
A,
3
4
3
OJLDpyG
SANFORD
DESCRIPTION AS FURNISHED: Lot 43 , WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93
through 102 of the Public Records of Seminole County, Florida.
PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation);
Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title
Insurance Fund; 6a'nk of Americo
P.C. RECORD COPY
0
I LOT 44
L_
N 89P40'51 " E
54.89' tip°
i
I
1
I
I
D=90002'12"
R=25.00'
L=39.29' /
C=35.37'
CB=N 45018'03" W
SETBACKS AS FURNISHED
FRONT - 25'(•)
REAR a 20'
SIDE a 5' (40' LOT)
7.5' (60' LOT)
10' (75' LOT)
SIDE STREET - 25' (60' & 75' LOT)
15' (40' LOT)
25' FRONT SETBACK CAN BE REDUCED
TO 20' ON CERTAIN LOTS. NO MORE THAN
2) IN SUCCESSION AT 20' AND A MINIMUM
OF (2) IN SUCCESSION AT 25'
PROPOSED a FINSHED SPOT GRADE ELEVATIONS
PER DRAINAGE PLANS G
ten- Q PROPOSED DRAINAGE FLOW
LOT GRADING TYPE A E{ OQO
PROPOSED F.F. PER PLANS a 28.8' QQ`
LOT 43
I
18.61'
14,
I
I
I
PROPOSED RESIDENCE
2078-SORRENTO-A
o 2 CAR GARAGE RIGHT
I
I
I
I
79.p4'
9.3,
I
5.20,
LOT 42
5.20'
3P s-
y6
JI I DATE_
Ok to construct single family home
with setbacks and impervious are;
shown on plan. 37.9 % ,
BLUE GROUSE LANE 2078 Sorre it> -/- 1 C=p,
50'PRIVATE R/W)
PLOT PLAN ONLY
PLOT PLAN AREA CALCULATIONS NOT A SURVEY
TOTAL LOT AREA 6,292 t SQUARE FEET
FLATWORK ON/OFF LOT a TOTAL 3 SQUARE FEET FLATWORK
DRIVE 4031 128- 532 t SQUARE FEET FOUNDATION/PAD 1,756 3 SQUARE FEET
WALKS 37/ 894a 9J1t SQUARE FEET REAR PATIO 112 t SQUARE FEET
FROM PORCH DECK 60 f SQUARE FEETSOD3,945 11,025- 4,970 f SQUARE FEET POOL DECK f SQUARE FEET NOTE
FROM SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY Cu NT • NOT FIELD VERIFlED CRUSETNMETYER-
SCOTT & ASSOC., INC. - LAND SURVEYORS I ULU—
P
RAT IA.
IRS)"DPIIC IA.
IRDN ROD C.
H. CONCRETE H7RBO17 SET
LR. IR' IA •/NLI 4578 REC.
RECOVERED PAD.
PIIINi OT BEGD4ONG P.
6C. POINT OF CIRDOXEMEIR E
CENTCRLDC IbD
HAIL L DISK R/
V RIGHT -Or -VAT MT.
EASEMENT ORMrt
DRAINAGE VTIL.
arc. UTILITY OWNLINKFENCE VD/
C. VOOD FEMCE Cro
CONCRETE POCK P.
C. POINT OF CURVATURC P.
T. POINT OF TANGENCY st'
fV1101 R
RADA AMC
LENGTH 0
DELTA D
LLCHOBEARING P
5400
E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 POI/
IT ON LINE NOTES: TV
P A. rnIEAL POINTorREVOKE CYRV TIDIC 1. THE UNOE7TSEGNED DOES HEREBY CERw THAT THIS SLRTVEY man THE STM/LV m Or PRAL:RCE SET roRDI Br THE n=44 BMRO PF CL
POINT OT COMPOUND CWVATWC PROlES510NA1. SWAZMRS AND MAPPERS INR CHAP= 91-17 ORIM ADMINISTRATIVE CODE PkMUW ID SMIRCH 472027, FLORIDA STATUES RAL
H.Q. RADIAL NON -RADIAL 2. UNlL55 EM8055ED WITH SURVEYORS SIGNATURE AND ORIGUW. RAISIN SEAR. THIS SURVEY MM OR COMM ARE NOT VAU0. VP.
VITHESS POW: I THIS SURVEY WAS PREPARED FROM TRUE INFORMATION FURNISHED TO THE SURVEVIOR, THERE MAY BE OMER RESTRICTIONS CALL
CALCULATE OR EASEWENTS TAW AFFECT THIS PROPERTY. FAX
PERHAHENT nrato= 1ONUNEIT ND UNDERGROUND WPROVEUEIM HAVE DUN LMTED UNLESS OIHERIIISE SHOWN. Fr.
034. FINISHED FLOOR ELEVATION BUILDING
SETBACK LINE S THIS SURVEY LS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BI' ANY OTHER ENRTY. BA
BEICHWARK 0. ONENSIONS SHOWN FOR THE LOCATION OF INPROKLEMS HEREON SHOULD NOT BE USED TO REC01S EMT BDUNOAWr UNE9. LIL
DAZE DEARING 7. BF.VIINRi ME BASED ASSUMED OATUAI AND ON THE LINE M MM AS BASE BEARING (B.B.) A
amIrICK V SHOW4 ARE BASED ON N4110NAL GEODETIC VERTICAL DAM or 1928. UK= OIHERINSE NOTED. 9.
CERRFRAre Or AUMOMLATION HL 4."S. L)
CERTIFIED BY: SCALE
I- DRAWN LTTT ••• DATE
ORDER No. ... . PLOT
PLAN 12-08-17 5446-17 REVISED
PLOT PLAN (SO. FT. CALL.) 04-05-18 THIS
BWLOING\PROPERTY DOES NOT LIE WTTHIN THE
ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'i1RM• ZONE
X. LIAP / 12117CODOO F (09-28-07) TOM
RUSENM R, kl_S JAM
ES SCOT: FILS 1 4801
i
Filename: PARK SQUARE SORRENTO 2,078SRE(FORD COPY
Lighting and Small Appliance/Laundry Circuits
Floor Area SmAppNo LaundNo Line Neutral
2 2 1
Lighting Summary Standard 3,527 3,527
I -------
Optional 4,506 3,527
Ranges & Ovens
Range No. No? Nameplate Line Neutral
1 1 8000
2 0 0
3 0 0
Range/Oven Summary Standard 6,400 4,480
Optional 8,000 4,480
Dryers------------------------------------------------ 8-_---3-5-----
Dryer No. No? Nameplate Line Neutral
1 1 5000 gV I iNG,
3 0 SAIVFORD
Dryer Summary Standard 5,000 3,500 0
AgRTN1 Optional 5,000 3,500
Heating and Cooling: Actual Number 2
Name M? Ph No Amps Volts VA HP Line Neutral
1 M 1 1 14.0 240 3,360 0
1 M 1 1 2.0 240 480 0
M 1 1 5.0 240 1,200 0
1 1 1 1 14 240 1 3,360 0
2 M 1 1 14.0 240 3,360 0
2 M 1 1 2.0 240 480 0
2 M 1 1 5.0 240 1,200 0
2 1 1 1 14 240 1 3,360 0
Heat/Cool Summary Standard 16,800 0
Optional 16,800 0
Fixed Appliances: Actual Number = 6
IJame M? Ph No Amps Volts VA HP Line Neutral
DISP 1 1 120 600 600 600
DISH 1 1 120 1200 1,200 1,200
MICRO 1 1 120 1200 1,200 1,200
WH 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 14 240
Heat/Cool Phase Amps Volts
1 14 240
Fixed Appl, Phase Amps Volts
0
Other Appl. Phase Amps Volts
0
Max Motor Summary
Standard Only 840 0
SUMMARY
Standard Line Neutral
Total Total = 45,527 13,757
Maximum Amperage = 190 57
Service Voltage = 240 Service Phase = 1
Optional Line Neutral
Total Total = 36,714 13,757
Maximum Amperage = 153 57
Service Voltage = 240 Service Phase = 1
Lumber design values are in accordance with ANSI/TPI 1 section 6.3
These truss designs rely on lumber values established by others.
RECORD cnm
RE: P2078AC-T - Park Sq Hms/ Sorrento-AorC 2078 MiTek USA, Inc.
Site Information:
6904 Parke EasttpB.11v d.
Customer Info: PARK SQUARE HMS. Project Name: P2078AC-T Model: SORRENTbaT287 3o6G /Tray Clg.
Lot/Block: 43 Subdivision: WYNDHAM PRESERVE 40'
Address: 3962 SALTMARSH LOOP
City: SANFORD State: FLORIDA
Name Address and License # o t a I Engineer of Record, If there is one, for the building.
Name: License #:
Ctyitdress: e p_t4v: State:
General Truss Engineering CHI d gn Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
4
Design Code: FBC2017ITP12014 Design Program: MiTek 20/20 8.1
Wind Code: ASCE 7-10 Wind Speed: 140 mph
Roof Load: 40.0 psf # 1 a Floor Load: 55.0 psf
This package includes 49 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 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules.
INo. Seal# ITruss Name Date No. I Seal# ITruss Name 11/12/18
Date
1 IT12944419 1A1 1/12/18 12 1 T12944430 1 B6
12 IT129444201A1T 11/12/18 I13 IT12944431 IC1 11/12/18 I
3 IT12944421 1A2T 11/12/18 114 IT12944432 JC21/12/181
4 IT12944422 1A3T 1/12/18 115 IT12944433 JC3 1/12/18
5 IT12944423 JA4T 1/12/18 116 IT12944434 1CJ 1/12/18
6 IT12944424 A5T 1/12/18 117 1 T12944435 1 CJ1 1/12/18
7 IT12944425 JB1 112/18 118 IT12944436 1CJ3 1/12/18
8 IT12944426 1132 1/12/18 11Q IT12944437 1CJ3T 1/12/18
9 IT12944427 1133 1/12/18 120 IT12944438 1CJ4 1/12/18
10 IT12944428 1134 1/12/18 121 1 T12944439 I CJ5 1/12/18
11 IT12944429 1135 1/12/18 122 IT12944440 1CJ5T 1/12/18
This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature.
Printed copies of this document are not considered signed and sealed and the signature must be verified on any
electronic copies
The truss drawing(s) referenced above have been prepared by
MiTek USA, Inc. under my direct supervision based on the parameters
provided by Mid -Florida Lumber Acquisitions, Inc..
Truss Design Engineer's Name: Magid, Michael
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 property incorporate these designs
into the overall building design per ANSI/TPI 1, Chapter 2.
j.a, "',.„jai -T ,a.•.e, 1rs.,..a, E/
f
January 12,2018
Magid, Michael 1 of 2
RE: P2078AC-T - Park Sq Hms/ Sorrento-AorC 2078
Site Information:
Customer Info: PARK SQUARE HMS. Project Name: P2078AC-T Model: SORRENTO - 2078 Aor C / Tray Clg.
Lot/Block: 43 Subdivision: WYNDHAM PRESERVE 40'
Address: 3962 SALTMARSH LOOP
City: SANFORD State: FLORIDA
No. Seal# ITruss Name Date
23 IT12944441 ID1 1/12/18
24 IT12944442 ID2 1/12/18
25 IT1294441LL113 1/12/18
26 IT12944444 JE1 1/12/18
27 IT12944445 IE2 1/12/18
I28 IT12944446 I F1 11/12/18 1
I29 IT12944447 I F2 11/12/18 1
I30 IT12944448 I F2A 11/12/18 1
I31 IT12944449 I F3 11/12/18 1
32 IT12944450 F3G 1/12/18
33 IT12944451 F4 1/12/18
134 IT12944452 I F4A 11/12/18 I
35 IT12944453 F5 11/12/18
136 IT12944454 I F6 11/12/18 1
137 IT12944455 JF7 11/12/18 1
138 IT12944456 1 FT1 11/12/18 I
39 __ IT12944457 I FT2 11/12/18 I
40 IT12944458 IFT3 11/12/18 1
I41 IT12944459 I FT4 11/12/18 1
I42 IT12944460 1 J3 11/12/18 1
43 IT12944461 IJ7 11/12/18 1
44 IT12944462 IPT I1/12/18 1
45 IT12944463 JKJ2 1 /12/18
46 IT12944464 IKJ3 1/12/18
47 IT12944465 JKJ7 1/12/18
I48 IT12944466 I KJ7T 11/12/18 I
49 IT12944467 I M1 11/12/18 1
2 of 2
Job Truss Truss Type Oty Ply Park Sci Hms/Sorrento-AorC 2078
T12944a19
P2078AC T Al COMMON 6 1
Job Reference (optional)
Mid -Florida Lumber. Barlow. FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Fri Jan 12 07:49:00 2018 Page 1
ID-LwgElgAb9YkKIRKdr2TZXPzS7xJ.HoMyHE 3CoXIY W bbOp2GIP4vaCw3LyeTYIABlpzw9on
1001 7-11-11 F 15.0-0 I 22-0-5 30-0.0 1-0{1
1-0-0 7.11-11 7 5 7-0.5 7-11-11 1-00'
40 =
4x4 =
6.00 12
30 = 4x6 = 30 =
1062.3 19-9-13 304.0
10.2.3 9.7-11 10-2-3
Scab = 1.53.5
4x4 =
i
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.35 8-10 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.50 10-13 >721 180
BCLL 0.0 Rep Stress Ina YES WS 0.34 Horz(CT) 0.06 6 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight, 137 lb FT = 20%
LUMBER. BRACING -
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing direly applied or 2-2-0 oc purlins.
BOT CHORD 2x4 SP No.t BOT CHORD Rigid ceiling direly applied or 9.1-5 oc bracing.
WEBS 20 SP No.3
REACTIONS. (lb/size) 2=1260/0-8-0, 6=1260/0.8-0
Max Horz 2=164(LC 11)
Max Uplift 2=328(LC 12), 6=328(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=2096/624, 3-4=1893/637, 4-5=1893/637, 5.6=2096/624
BOT CHORD 2-10=-441/1873, 8-10=205/1211. 6.8=-455/1821
WEBS 4-8=217/820, 5-8=467/270, 4-10=217/820. 3-10=467/270
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft; L-30ft; eave=oft, Cat.
II; Exp B: End., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0.0, Interior(1) 2-0.0 to 15-0-0. Exterior(2) 15.0-0 to
18-0.0 zone.C-C for members and forces 6 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 nonconeurrent with any other live bads.
4) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide
will fit between the bottom chord and any other members, with BCDL - IO.Opsf.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ili uplift at joints) except (jt=lb)
2=328,6=328.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 WARNING - Varfry design Paternal. and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE M67473 rev. 1dA1MIS BEFORE USE
Design valid for use only with Mi7ekm connectors. This design is based only upon parameters sham, and is for an individual building component, not
a truss "an. Before use, the building designer must very the applicability of design parameters and property incorporate this design into the overall
building design. Bracing Indicated Is to prevent buciding of individual truss web and/or Nord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. Forgers" guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss "am&, see ANsvrPI1 rtuallty criteria. DS849 and BCSI Building component 6904 Pate East Blvd.
Safety Information available from Truss Plate Insibuie. 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36810
Job Truss Truss Type Oly Ply Park Sq Hms/ Sorrento-AorC 2078
T12944420
P2078AC-T A1T SPECIAL 1 1
Job Reference (ootionall
Mid-Flonda Lumber. Barlow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Fn Jan 12 07:49 Ot 2018 Page I
ID:L%VE/gAb9YkKfRKdr2TZXPzS7xJa_3g9dEhz6f9AgMeXZ VCdd34cFA4MHanywkHFzw9om
2-5-0 2 7-40 72-0 B 15-0-0 19.9.13 24-7.71 300-0 1
2-50 0. -0 4-" 4$$ 2-11-0 4-9.73 4-9-13 5-4-5 1-0-0
Scab = 1-55.9
5xe =
INC Cc lV.V.Cw1
4x6 IIFORSCABCONNECTION.
4 26
3x4
8
ZZ-
7x6 i
I.SX4
6.00 I2 3 3x4
25 7
8
3x4 II
2
27
1
14 9 q
15
6x6 = 101a,R
20 II II
2.4 II 404 — 13 12
1 5x4 II 3x4 =
t.5x4 II WO= 40 =
2S 0 2 7-" + 12-0 6 I 15-0-0 I
22.2.12 30-0-0
25-0 0. •8 4-0-8 4-0.8 2.11.6 7-2-12 7.9.4
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.83
TCDL 10.0 Lumber DOL 1.25 BC 083
BCLL 0.0 Rep Stress Incr YES WB 0.57
BCDL 10.0 Code FBC2017rrP12014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2 'Except'
1-3: 2x6 SP No.1
BOT CHORD 2x4 SP No.2 'Except'
2-14: 2x6 SP No.t, 4-13: 2x4 SP No.3
WEBS 2x4 SP No.3
OTHERS 2x6 SP No.1
LBR SCAB 1-3 2x6 SP No.1 one side
REACTIONS. (lb/size) 1=1204/0-8-0, 9=1249/0-8-0
Max Horz 1=162(LC 10)
Max Uplift 1-276(LC 12), 9=325(LC 12)
DEFL. in (loc) I/dell Ud PLATES GRIP
Verl(LL) -0.19 15-21 >999 240 MT20 244/190
Vert(CT) -0.3915.21 >908 180
Horz(CT) 0.22 9 n/a n/a
Weight: 200 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc puffins.
BOT CHORD Rigid ceiling direly applied or 8-3-10 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2--545/195, 2-3=2793/796, 3-4=1944/613, 4-5=1891/670, 5.6=1395/505,
6-8=2014/619, 8-9=22131648
BOT CHORD 2-15=608/2552, 14-15=-606/2531, 11.12-357/1565, 9-11=501/1945
WEBS 3.15=52/407, 3.14=989/319, 12-14=165/1157, 5-14=353/1191, 6-12 =560/245,
6-11=85/451, 8-11=2971165
NOTES-
1) Attached 8-6-3 scab 1 to 3, front face(s) 2x6 SP No.1 with 2 row(s) of IOd (0.131"x3") nails spaced 9" o.c.except : starling at 1-11-3
from end at joint 1, nail 2 row(s) at 2" o.c. for 2-8-6.
2) Unbalanced roof live loads have been considered for this design.
3) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; 8=4511; L=30tt; eave=dtt; Cat.
II; Exp B; End., GCpi=0.18, MWFRS (directional) and C-C Extenor(2) 04-0 to 3-3-0, Interior(1) 3-3-0 to 154)-0, Exterior(2)15-0-0 to
18-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wrth 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 24).0 wide
will to between the bottom chord and any other members.
6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/rPl 1 angle to grain formula. Building designer should verily
capacity of bearing surface.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
1=276,9=325.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING - Verily design parameters and READ NOTES ON TM AND INCLUDED WTEK REFERENCE PAGE WF7473 rev. 14100367015 BEFORE USE.
Design valid for use only with Mirek® connectors This design Is based only upon parameters shown, and is for an individual building component, not
a truss system Before use, the budding designer must vent' the applicability of design parameters and property incorporate this design into the overall
buildup design Bracing Indicated is to provers budding of individual truss Web and/or chord member only. Additional temporary and permanent braong n
ins 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 "am*. no ANSVrPrt Quality Criteria, DS849 and SCSI Building Component 6904 Parka East Blvd.
Safety Information available from Truss Plate Insldute. 218 N. Lee Street, Sune 312. Alexandria, VA 22314. Tampa, FL 36610
b Truss Truss Type Oty PlyPark Sq Hms/ Sorrento-AorC 2078MT129421rP2078AGTA2TSPECIAL11
all
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Jan 12 07 49,02 2018 Page 1
ID:LwgEfgAb9YkKIRKdr2TZXPzS7xJ.DAdCNzFJjOnOngl 8E4kkg9DgObTplgm?dHgizw9ol
2,50 2- 7-" 12-0 B 17-0-0 232-12 30." 1
2-5-0 a Le 4-8-84 8 8 11 4-" 6-2-12 6.9-4 1-0-0
4x4
6.00 12
4x6
4 27 28 5
Sub = 1:56.0
REFER TO NOTE p1
FOR SCAB CONNECTION.
7x8 4 26 29
3x4
3
6
25 ?
O
3x4 11
2 30
1
13 J 7
14 _
B )
s
2.4 II
2x4 II 4xl4 _ 20 II 12 11 10
1x4 II 1x4 11 300 =
tx4 II
2 5-0 2- 7-" 72-0 8 17 0 0 232-12 30-04
2S-0 0. A . 4-B-B 11 4-0-0 6-2-12 6.94
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.84
TCDL 10.0 Lumber DOL 1.25 BC 0.82
BCLL 0.0 Rep Stress Inu YES WB 0.82
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2 'Except'
1-3: 2x6 SP No.1
BOT CHORD 20 SP No.2 'Except'
2-13: 2x6 SP No.1, 12-16: 20 SP No.3
WEBS 20 SP No.3
OTHERS 2x6 SP No.1
LBR SCAB 1-3 2x6 SP No.1 one side
REACTIONS. (lb/size) 1=1215/0-84), 7=1257/0.8-0
Max Nor[ 1-142(LC 10)
Max Uplift 1-273(LC 12), 7-323(LC 12)
40 =
DEFL. in (loc) Well Ud PLATES GRIP
Vert(LL) -0.1914-21 >999 240 MT20 2441190
Vert(CT) -0.39 14-21 >9D9 180
Horz(CT) 0.22 7 n/a n/a
Weight: 195 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing direly applied or 3-5-15 oc purlins.
BOT CHORD Rigid ceiling direly applied or 8-1-8 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-536/200, 2-3-2826/830, 3-4-1893/623, 4-5-1609/593, 5-6-1605/553,
6-7-22161666
BOT CHORD 2-14-644/2588, 13-14=642/2569, 9.10=513/1919, 7-9=513/1919
WEBS 3-14-34/416, 3-13-1064/361, 4-13=-146/561, 6.10=-650/260, 6-9=0/284,
10-13-292/1373, 5-13-106/491
NOTES-
1) Attached 8.63 scab 1 to 3, front face(s) 2x6 SP No.1 with 2 row(s) of 10d (0.131"x3) nails spaced 9" o.c except. starting at 3-8-12
from end at joint 3, nail 2 row(s) at 2" D.C. for 2-8-6.
2) Unbalanced roof live loads have been considered for this design.
3) Wtnd: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf, BCDL=3.Opsf, h=25ft; B=4511; L=30ft; eave=oft; Cat.
II; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 04-0 to 3-3-0, Interior(1) 3-3-0 to 13-0-0, Exterior(2) 13)-0 to
20.0-0. Intenor(1) 20." to 31.0-0 zone;GC for members and forces & MWFRS for reactions shown; 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 nonconcurent with any other live loads.
6) ' 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.
7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
Capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
1-273, 7.323. Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 WARNING • Verily deslgrt peramelars end READ NOTES ON TM AND INCLUDED NITEK REFERENCE PAGE WF7473 rid. 1063Qd1S BEFORE USE.
Design valid for use only with MrrekS wrineclom This design is based only upon parameters shown, and is for an Individual budding component, not
a truss system Before use, the buildup designer must vent' the appkobiiy of design parameters and property incorporate this design into the overall
budding design. Breang indKeed is to prevent buWng of individual trots Web andlor Chord members only. Additional temporary and permanent brsong
Is &Ways required for stability and to prevent Collapse with possible Personal injury and property damage. For general guidance regarding the
fabrication. storage. delivery, erearon and brsong of trusses and truss systems, ate ANSW PII Quality criteria, OSS49 and BCSI Building Component 6904 Pause East Blvd.
Safety Information available from Truss Plele Insldule. 21a N. Lee Street, Suite 312, AlexandM, VA 22314. Tampa, FL 36810
Job Truss Truss Type oy Py Park Sq Hms/ Sorrento-AorC 2078
T12944422
P2078AC-T A3T SPECIAL 1 1
o ' all
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc Fri Jan 12 07:49:03 2018 Page 1
I D: LwgEfgAb9YkKfRKdr'2TZXPzS7xJ-hN BbaJGxUjvtP_KAiybzH2iPZOxIYGSvE GPrM8zw9ok
I g-12 11-0-0 2-0-8 19-0-0 24.2-12 30-0-0 1
2.5-0 0-0 4 2 4 4-2 1-0 8 6.11-8 5.2-12 5 9 4 1-0-0
6.00 12
5x5 =
150 II
REFER TO NOTE #1 4 0 26 27 28
4xe
296
Scale - 1.52.2
2x4 11 _... _ _ 12 11 10
1x4 11 30 11 5x8 = 1x4 11 40 =
1 2252 0• A1
to 241.
1-
01 2.1122 + 2
4-1-4 -04
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Gnp DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Inv YES
BCDL 10.0 Code FBC2017/rP12014
LUMBER -
TOP CHORD 2x4 SP No.2 'Except-
1-3: 2x6 SP No.1
BOT CHORD 20 SP No.2 'Except-
2-13: 2x6 SP No.1, 5-12: 2x4 SP No.3
WEBS 20 SP No.3
OTHERS 2x6 SP No.1
LBR SCAB 1-3 2x6 SP No.1 one side
REACTIONS. (lb/size) 1=1204/0-B-0, 8=1249/0-8-0
Max Horz 1-121(LC 10)
Max Uplift 1=276(LC 12), 8-325(LC 12)
CSI. DEFL. in (loc) I/den L/d
TC 0.83 Vert(LL) 0.2014-20 999 240
BC 0.81 Vert(CT) 0.4014-20 894 180
WB 0.53 Horz(CT) 0.22 8 n/a n/a
Matrix -MS
PLATES GRIP
MT20 2441190
Weight: 196 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc pur ins.
BOT CHORD Rigid ceiling directly applied or 7-10.10 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=530/204, 2-3=2870/870, 3-4=304611018. 4-5=19191696, 5-6=19211701, 6-7 =1764/
610, 7-8-2237/702 BOT CHORD 2-
14=683/2631, 13-14L423/1806, 5 13=419/215, 10.11=555/1946, 8-10=555/1946 WEBS 3-14-
543/267, 4-13=-165/547, 11-13=347/1380, 6-13-155/574, 6-11-12/281, 7-11=503/
217. 4-14=-417/1255 NOTES- 1) Attached
7-
11-3 scab 1 to 3, front faces) 2x6 SP No.1 with 2 row(s) of 10d (0.131"0") nails spaced 9" o.c.except , starting at 3.1-13 from end at
joint 3, nail 2 row(s) at 2" D.C. for 2-8-6. 2) Unbalanced roof
live loads have been considered for this design. 3) Wind: ASCE
7-10; Vu8=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.0psf; h=25ft; B=45ft, L=3011, eave=4ft; Cat. II, Exp B;
End., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-4-0 to 33-0, Intenor(1) 3-3-0 to 11-0-0, Exterior(2) 11-0-0 to 22-0.0,
Interior(1) 22.0.0 to 31.0.0 zone,C-C for members and forces 8 MWFRS for reactions shown, 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 rd between
the bottom chord and any other members. 7) Bearing at
joints) 1 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verity capacity of bearing
surface. 8) Provide mechanical
connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (A=lb) 1=276,8=
325. Printed copies of this document are not considered signed
and sealed and the signature must
be verified on any electronic copies
O WARNING • Vedly
daslgn persmef. end READ NOTES ON THIS AND INCLUDED MINK REFERENCE PAGE WI.7473 rw, faotXWO15 BEFORE USE. Design valid for
use only with MTek® connectors, This design is based only upon parameters drown, and is for an individual budding component, not a truss system
Before use, the building designer must vent' the applicability of design parameters and property Incorporate this design into the overall budding design. Bracing
indicated is to proven bulding of individual truss web and/or chord members only. Additional temporary and permanent bracing IRAn'r' its always required
for siabddy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the U6lfl'. fabrication, storage, delivery.
erection and braung of trusses and truss systems, we ANSII IM Owety Criteria. DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safely Information available
from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314 Tamps, FL 36610
b Truss Truss Type oty Ply Park Sq Hms/ Sorrerdo-AorC 2078
rP2 T72944423
078AC-T A4T SPECIAL 1 1
Mid-Flonda Lumber, Barlow. FL. 8.130 s Sep 15 2017 MI-Tek Industries. Inc. Fri Jan 12 0749:04 2018 Page 1
ID:L"ElgAb9YkKfRKdr2TZXPzS7xJ-9ZIzo1HaF 11 kl8vMF16CpFFaJpDTHh72Sw80uazw9oj
2-5-0 2- S 12 940 12-0.8 166-4 214-0 252.12 30 40 1
2 5-0 0. 8 3 2 4 32.4 3-0 8 4-512 4-512 4-2-12 4-9-4 1-0-0
REFER TO NOTE N1
FOR SCAB CONNECTION.
Scab - 1:51.3
5x8
1.50 II 30 = 4x6 =
28 4 5 27 6 2829 7
6.00 12
3x4 G
3
30
1.5x4 i
6
2x4 11 d
213 ZL 4
31
1 11 9 1N1615
US =
10 ) Q
6x8 =
2x4 II 3x4 =
20 II 13 12 11
t.5x4 11 20 11 4x10 = 3x4 = 3x8 =
2S-0 2- S&12 &QO 12," 1641.4 21-0 0 30-0-0
25-0 0. -0 3.24.512 4572 940 Plate
Offsets (X.Y)- 12.0.54.Edne). 14.04-0.0.7-8L 17:0.54.0.2-01. 19.0-8-0.0.0-141. I14:0.2-4.0.3-01.119:0-2-0.0-0-41 LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in loc) Uden Ud PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.83 Verl(LL) -0.19 14 >999 240 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.98 Verl(CT) -0.39 11-25 >912 180 BCLL
0.0 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.22 9 n/a n/a BCDL
10.0 Code FSC2017/rP12014 Matrix -MS Weight: 202 Ile FT - 20% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-7-7 oc purlins. 1-
4: 2x6 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT
CHORD 2x4 SP No.2 *Except' 2'
14. 2x6 SP No.2, 513, 2x4 SP No.3 WEBS
2x4 SP No.3 OTHERS
2x6 SP No.t LBR
SCAB 1-4 2x6 SP No.1 one side REACTIONS. (
lb/size) 1-1204/0-M, 9=1249/0-8-0Max
Horz 1=100(LC 10) Max
Uplift 1 =276(LC 12), 9=325(LC 12) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 1-2--530/206, 2-3-3264/1021, 3-4=2428f796, 4-5=2418/840, 5-6-2408838, 6-
7=1941f718, 7-8=1923/651, 8-9=2225f752 BOT
CHORD 2-16=-858/3068, 15-16=-858/J068, 14-15=536/2123, 11-12=432/1669, 9-11=-607/1967 WEBS
3-16=53/295, 3-15=1100/380, 4-15=171/628, 4-14=162/508, 12-14=-493/1812, 6-
14-154/611, 6-12=-678/250, 7-12=157/473, 7-11=-48/395, 8-11=349/199 NOTES-
1)
Attached 10.2-10 scab 1 to 4, front face(s) 2x6 SP No.1 with 2 row(s) of 10d (0.131"xW) nails spaced 9" o.c,except : starting at 1-
11-3 from end at joint 1, nail 2 row(s) at 2" o.c. for 2-8-6. 2)
Unbalanced roof live loads have been considered for this design. 3)
Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=3.Opsf; h=25tt; B=45f ; L=30ft; eave=4ft: Cat. II;
Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0.4-0 to 3-3-0, Interior(1) 3.3-0 to 9-0.0, Exterior(2) 9-0-0 to 244)-
0, Interior(1) 24-0.0 to 31-0-0 zone;C-C for members and forces S MWFRS for reactions shown; 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)
Bearing at joint(s) 1 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verity capacity
of bearing surface. 8)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (p=1b) printed copies of this document are 1=276, 9=325. not
considered signed and sealed and the
signature must be verified on any
electronic copies 0
WARNING - Verily design paramerars and READ NOTES ON Ties AND INCLUDED NrlEK REFERENCE PAGE WF7473 rev faCM0/5 BEFORE USE. Design
valid for use only with Mnektp connectors. This design is based only upon parameters Shown, and is for an individual buildup component, not a
truss system. Before use, the building designer must cony the applicability of design parameters and property incorporate this design into the overall No building
design. Bracing indicated is to prevem butldrng of indrodual truss web and/or chord members only. Additional temporary and permanent bracing n is
always required for Stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,
storage. delivery, Steelton and bracing of trusses and uuss systems, see ANSVrP" Quality Crherle, DSM9 and BCSI Building Component 69W Parke East Blvd. Safety
Information available from Truss Plate Institute. 218 N Lee Street, Sude 312. Alexandre, VA 22314. Tamps, FL 36610
Job Truss Truss Type Ply Park Sq Hms/ Sorrento-AorC 2078Oty
T12944424
P2078AC-T A5T SPECIAL 1 1
Job Reference (optionali
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Jan 12 07:49:05 2018 Page 1
ID LwgEfgAb9YkK02Kdr2TZXPzS7xJ-dIJL771COL968 WpNeRMTnIXDhS061Chauy00zw9oi
2-5-0 2• 7-0-0 12-0-8 74 4-0 787-2 230-0 26 2-t2 30-0-0 t
2-5.0 4 4 4$ 5-0-6 2.38 4 32 4 4-14 .2.12 3-94 I.
5x9
30 II sxe = 1.50 II 44 =
6.0o t2 3 26 27 4 28 5 29 30 6 31 32 7
Lsmii&k I Vio"', Jr—li
AIM =
1.5x4 II 14 33 t3 34 35 12 36 37
77
2x4 II 1.50 II t 5x4 II 6x6 = Sx8 = 30 =
LOADING (psQ SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Incr NO
BCDL 10.0 Code FBC2017/TPI2014
LUMBER -
TOP CHORD 2x4 SP No.2 'Except'
1-3: 2x6 SP No.2
BOT CHORD 20 SP No.2 'Except'
4-14: 2x4 SP No 3
WEBS 20 SP No.3
Scab - 1.52.2
3x4 =
CSI. DEFL. in (toe) I/dell Ud PLATES GRIP
TC 0.80 Vert(L-) 0.1116-22 >999 240 MT20 2441190
BC 0.49 Vert(CT) 0.2116-22 >809 180
WB 0,79 Horz(CT) 0.09 13 n/a n/a
Matrix -MS Weight: 160 lb FT - 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc puffins.
BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing.
WEBS 1 Row at midpt 3-15
REACTIONS. (lb/size) 1=396/0-8-0, 9=669/0.8-0, 13=3116/0-"
Max Horz 1=80(LC 6)
Max Uplift 1-126(LC 8). 9=-211(LC 8). 13-945(LC 8)
Max Grav 1=404(LC 17).9=731(LC 18). 13=3116(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3L451/256, 3-4-293/1264, 4-5-310/1306, 5.6-72/301, 6-7-72/301, 7-8=-930/291,
8-9-1151/311
BOT CHORD 2-16-187/412, 15-16—1891438, 4-15=-409/215, 12-13-1708/577, 11-12=-210/813, 9-11-
217/1012 WEBS 316-
121/488, 315=-1873/578, 13-15-1840/637, 5-15-231/635, 5.13=2125/701, 7-11=
80/643, 8-11-282/114, 6-12-520/267, 5-12=606/2064, 7-12-1049/290 NOTES- 1)
Unbalanced
roof live loads have been considered for this design. 2) Wind
ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Ops1; h=25ft; B=45ft; L-30111; eave=oft; Cat. II, Exp
B; End., 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) Bearing
at joint(s) 1 considers parallel to grain value using ANSI/TPI t angle to grain formula. Building designer should verity capacity of
bearing surface. 7) Provide
mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) except @=lb) 1=126,
9=211, 13=945. 8) Hanger(
s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 Ile down and 139 Ile up at 7-0.
0, 80 lb down and 91 lb up at 9-0-12, 80 lb down and 91 lb up at 11-0-12, 97 lb down and 106 lb up at 13.412, 97 lb down and 106 lb
up at 15-0-0, 97 lb down and 106 lb up at 16-11-4, 97 lb down and 106 lb up at 18-11-4, and 97 lb down and 106 lb up at 2D-11-
4, and 189 lb down and 206 lb up at 23-0-0 on top chord, and 340 lb down and 158 lb up at 7-0-0, 66 lb down at 13.0-12, 66 lb down
at 15.0.0, 66 lb down at 16-11-4, 66 lb down at 18-11-4, and 66 lb down at 20-11-4, and 327 lb down and 97 lb up at 22-11-
4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In
the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(
S) Standard Printed copies
of this document are not considered
signed and sealed and the signature
must be verified on any electronic
copies WARNING • Verily,
deslpn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE WF7473 rev. 1016=015 BEFORE USE. Design valid
for use only wM Mrekm connectors This design is based Only upon parameters shown, and is for an individual building component, not a truss
system. Before use, the budding designer must verily the applicability of design parameters and property mcorporate thisdesign into the overall building design.
Bracing indicated is to prevent budding of individual truss web and/or Nord members only. Additional temporary and permanent bracing (15Sir is ahxays requiredforstabilityandtopreventCollapsewithpossiblepersonalinjuryandpropertydamage. Fig general guidance regarding the 1, fabncelion, storage, delivery,
erection and bracing of trusses and truss systems, see ANSVrPI1 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke Eau Blvd. Safety Information available
Qom Truss Plate InstaNe. 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tamps, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms/Sorrento-AorC 2078
T12944424
P207SAC-TI A5T SPECIAL 1 1
It
MIO-PlOncla LUMDer, I18rtOW, FL. a.1 su s sep To zui i Nit ieK inousutas. Inc. rn ,Ian 1z ut:,;v:uo zulo rage z
ID LwgEfgAb9YkKiRKdr2TZXPzS7xJ4JL??ICOL9bflUYpNeRMTnIXDhSOSIChauyOOzw9oi
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plc)
Vert: 1-21=-82, 3.21=-W. 3-7=-60, 7-10=-W, 1520=20, 14-23=20
Concentrated Loads (lb)
Vert: 3=80(F) 7-142(F) 16=340(F) 11=327(F) 26=80(F) 27=80(F) 28=wW(F) 29=97(F) 30=97(F) 31=97(F) 32-97(F) 33=41(F) 34-41(F) 35=41(F)
36=41(F) 37=-41(F)
O WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED WTFK REFERENCE PAGE M7473 rev. 18011=015 BEFORE USE.
Design valid for use only with MTeKm connectors. This design i1 based only upon parameters shown, and is for an indmdual budding component. not
a truss system. Before use. the building designer must verity the applicability of design parameters and property mcorporale this design into the overall
L. building design. Bracing indicated is to prevent budding of individual truss web andlor chord members only. Addmonal temporary *no permaiiem bracing
Is &Ways required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the +1I1!
fabrication, storage, tkbvery. erection and bracing of trusses and truss systems, tali ANSVTPII Quality Criteria, DSBa! and BCSI Building Component 6904 Parke East Blvd.
InformationaSafetyInformationrabble from Truss Plate InstAute. 218 N Lee Street. Suae 312, Aleirandna, VA 22314. Tamps, FL 36610
Job Truss Truss Type Oty Park Sq Hms/ Sorrento-AorC 2078ty,
T12944425
P2078AC-T S1 SPECIAL 1 1
Job Reference 'o a
Mid -Florida Lumber. Banow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Jan 12 07 49.06 2018 Page 1
ID: LwgElgAb9YkK02Kdr2TZXPzS7xJ-6x4DLlgneHSGR21N49gvgKvldwnldSLwEdVzTzw9oh
1-0-0I 6.7-4 I 12$-0 1s-4-0 120." I 274-0
1-0-0 6.7-4 8.0.12 5-0-01$0 7-0.0 1-0-0t
30 =
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
SPACING- 2-0.0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Ina YES
Code FBC2017/TPI2014
REACTIONS. (lb/size) 2=1140/D-3-8, 7=1140/0-3-8
Max Hors 2=135(LC 10)
Max Uplift 2=299(LC 12), 7=299(LC 12)
4x4 =
3x4 = 3x4 =
10 e
3x10 = 1.5x4 I I 30 =
Stab a 1:49.0
CSI. DEFL. in (loc) I/deg Ud PLATES GRIP
TC 0.78 Ven(LL) 0.2210-12 >999 240 MT20 244/190
SC 0.93 Vert(CT) 0.4110.12 >800 180
WB 0.57 Horz(CT) 0.06 7 n/a n/a
Matnx-MS Weight 132 lb FT - 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins.
BOT CHORD Rigid ceiling direly applied or 2-2-0 of: bracing,
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1909/608, 3-4=1661/573, 4-5=21301792, 5-6=1799/629, 6-7=1914/608
BOT CHORD 2-12=425/1673, 10-12=216/1145, 9-10=-448/1641, 7-9=445/1635
WEBS 3-12=-409/235, 4-12-141/631, 4-10=403/1080, 5-10=1085/436, 6.10=83/522
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf: BCDL-3.Opsf: h=25ft; B=45f1; L=27tt, eave=oft; Cat.
II; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exlenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 12-8-0, Exterior(2) 12-8-0 to
15-8-0, Interior(1) 18-4-0 to 28-0-0 zone,C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide
will fit between the bottom chord and any other members, with BCDL = 10,Opsf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (0-1b)
2=299, 7=299.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING - Verily design Paternal. and READ NOTES ON THIS AND INCLUDED /IITEK REFERENCE PAGE 111I167473 rev. 1000441015 BEFORE USE.
Design valid for use only with Wake connectors. This design is based only upon Parameters shown, and is for an individual building component, not
a truss system. Before use, the budding designer must vent' the oplikabllrty of design parameters and properly incorporate this design into the overall No
building design Bracing indicated is to prevent building of individual truss web and/or chord members ony. Additional temporary and permanent bracing IN'AMT"
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the RiVIll
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPH Ouslhy Crlterfa, DS"9 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Moo Institute. 218 N. Lee Street, Suite 312. Mexandne. VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Park Sq Hms/ Sorremo-AorC 2078
T12944426
P2078AC-T B2 SPECIAL 1
ty
1Job Reference (oplionall
Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Fri Jan 12 07 49:07 2018 Page 1
ID:LwgEfgAb9YkK02Kdr2TZXPzS7xJ-a8R5OhJSYyPJubdmmgvRut411J4U4xV9uN2Vvcw9og
1-0-0I 6r7.4 I 12 ? I 20.4-0 122-0-0 T 27-0-0
1-0-0 6.7-4 6-0.12 7-8-0 1$0 5-0-0 1-0-0
40 =
1J 11 IV D
3x5 =
tx4 II 3x4 =
3x8 = 30 = 1x4 II 30 =
I 6-7-4 + 12A-0 I
20."-
0
122-0-0 I 27 0-0
6.7-4 6-0.12 7A1A-0 50-0 LOADING (
psf) SPACING- 2 0 0 CSI. TCLL
20.0 Plate Grip DOL 1.25 TC 0.80 TCDL
10.0 Lumber DOL 1.25 BC 0,73 BCLL
0.0 Rep Stress Inv YES WB 0.56 BCDL
10.0 Code FSC2017/TPI2014 Matrix -MS Scale =
1,49.0 DEFL.
in (loc) Well Ud PLATES GRIP Vert(
LL) -0.1210.11 >999 240 MT20 2"/190 Vert(
CT) -0.2910.11 >999 ISO Horz(
CT) 0,08 7 n/a We Weight:
134 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. 4-
5: 20 SP No.1 BOT CHORD Rigid ceiling direly applied or 7.614 oc bracing. BOT
CHORD 2x4 SP No.2 WEBS 1 Row at midpi 5-11 WEBS
20 SP No.3 REACTIONS.
lb/size) 2-1140/0.3-8, 7=1140/0.3-8 Max
Horz 2=135(LC 10) Max
Uplift 2=299(LC 12), 7-299(LC 12) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=1957/588, 3-4=1398/494, 4-5=1413/470, 5-6=2153/718, 6-7=2007/634 BOT
CHORD 2-13=-412/1688, 11-13=-412/1688, 10-11=607/2187, 9-10= 489/1742, 7-9=486/1739 WEBS
3-13=0/252, 3-11=-613/243, 4-11=199/767, 5-11=1067/425, 5-10=590/256, 6-
10=226/803 NOTES-
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf, BCDL=3.Opsf; h-25ft; B=45ft, L=2711, eave=oft; Cat. It:
Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-0-0. Interior(1) 2-0-0 to 12-8-0. Exterior(2) 12-8-0 to 15-
8-0, Interior(1) 204-0 to 28-0-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=
1.60 3)
Provide adequate drainage to prevent water ponding 4)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) '
This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members. 6)
Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2-
299, 7=299. Printed
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies O
WARNING - Wfly design parameters and READ NOTES ON TM AND INCLUDED MITEK REFERENCE PAGE 601-7473 rw, 18003/7015 BEFORE USE. Design
valid for use only war MRekO connectors. This desgn is based only upon parameters shown, and is for an IndMdual building component, not a
truss system. Before use, the buadrng designer must verity ale appbuibaay of design parameters and propery, incorporate this design into the overall building
design Bracing indicated Is to prevent budding of rndMOual miss web and/or dIord members only. Additional temporary and permanent bracing 11U1' rs
always required for stabddy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,
storage, deirvery. erection and bracing of trusses and truss systems. see ANSVIPII Owliy Cfterla, DSBa9 and BCSI Building Component 6904 Parke East Blvd. Safety
Information available from Truss Plate InetnNe. 216 N Lee Street, Suite 312, Alenndne. VA 22314 Tampa, FL 30610
Job TrTruss Truss Type 0y Py Park SoHms/ Sorrento-AorC 2078 T12944427
P2078AC
T SPECIAL 1 1 e
t Mid -
Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 Mi rek Industries, Inc. Fort Jan 12 07:49:07 2018 Page 1 ID:
LwgEfgAb9YkKIRKdr2TZXPzS7x,La8R50hJSYyPJubdxxngvRulBm1 J3U2LV9uN2Wtw9og 47-
0 I
B 7 8 I 1-0-
8 2.
8-0 I 22-" 124-0 0 I 27-0 0 8-0-0, 1-
00 4-7-0 4-04 49" 3x4 = 3x4 =
LOADING (
psf)
SPACING- 2-0-0 TCLL 20.
0 Plate Grip DOL 1.25 TCDL 10.
0 Lumber DOL 1.25 BCLL 0.
0 Rep Stress Ina NO BCDL 10.
0 Code FBC2017 TPI2014 LUMBER - TOP
CHORD
2x4 SP No.2 BOT CHORD
2x4 SP No.2 Except' 9-13:
2x6 SP No.2 WEBS 20
SP No.3 REACTIONS. (lb/
size) 2=1166/0-3-8, 9=1521/0.38 Max Horz
2=135(LC 6) Max Uplift
2=307(LC 8), 9=-411(LC 8) 4x4 = 14
13
12 11 US = 71t6 =
3x4 = 3x8 II 4x4 = Scale -
1:
49.0 CSI. DEFL.
in loc) I/dell Ud PLATES GRIP TC 0.
37 Verl(LL) -0.12 13 >999 240 MT20 240/190 BC 0.
73 Vert(CT) -0.2412-13 999 180 WB 0.
66 Horz(CT) 0.08 9 n/a n/a Matrix -MS
Weight, 151 Ili FT = 20% BRACING - TOP
CHORD
Structural wood sheathing directly applied or 3-4-7 oc purlins. BOT CHORD
Rigid ceiling direly applied or 8-10.8 oc bracing. FORCES. (lb) -
Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD
2-3=2095/506, 3-4=1963/507, 4-5=1406/409, 5-6=1427/403, 6-7=2165/547, 7-8=
3013n45, 8-9=-26741659 BOT CHORD
2-15=37911832, 14-15-273/1510, 13-14=373/1890, 12-13=689/3080. 11-12=540/2425, 9-11-
528/2377 WEBS 4-
15=77/393, 4-14-456/174, 5-14=250/950, 6-14=-845/271, 7-13=1243/332, 7-12=-
679/196, 8-12=180/920, 8-11=123/491. 6-13-82/504 NOTES- 1)
Unbalanced
roof live loads have been considered for this design. 2) Wind
ASCE 7-10; VUM=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=3.Opsf, h=2511; B=45R; L=27ft; eave=oft, Cat. II; Exp
B; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL-1.60 plate grip DOL-1.60 3) Provide
adequate drainage to prevent water ponding. 4) This
truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This
truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members. 6) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (n=lb) 2=307.
9=411. 7) Hanger(
s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 407 lb down and 133 lb up at 25.3-
4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In
the LOAD CASE(S) section, bads 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 (
p") Vert: 1-
5=60, 5-7=-00, 7-8=60, 8-10=-60, 9-16-20 Concentrated Loads (
lb) Vert. 21 —
407(F) Printed copies
of this document are not considered
signed and sealed and the signature
must be verified on any electronic
copies O WARNING .
Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 490-7473 rev. 10r113R015 BEFORE USE. Design valid
for use only with Mneklp connectors. This design 1s based only upon parameters shown, and is for an individual budding component, not a truss
system. Before use. the building designer must verity the applicability of design parameters and properly incorporate Net design Into the overall buildup design
Bracing indicated Is to prevent budding of individual truss web anAlor chord members only. Additional temporary and permanent bracing Iµ;A^ sW3551! I. akvaysrequiredforstabilityand10preventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabncaton, storage,
delivery. erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS849 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information
available from Truss Plate Institute. 21a N. Lee Wool. Suite 312. Alexandna. VA 22314 Tampa, FL 36610
b Truss Truss Type Oy PlyPark Sq Hms/ Sorrento-AorC 2078T12944128rP2078ACTBISPECIAL11
t' all
Mid-Floride Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Jan 12 07 49 08 2018 Page 1
ID:L%VEfgAb9YkKlRKdr2TZXPzS7xJ-2K Ud1K4JGXAWC7UVB8 5PL9Re4Da3eNY6c1Lzv9of
rt-0-0+ 4$8 &10 8 1 10G 8 I 12 8-0 1 16410 1 II.2-12 1 27-00 8-0-0, 4-
2-016-0 2-1 3-a0 5-2-12 5-9.4 1." Snide'
1/4*-V 5x5 =
4x4 =
4.
4 = — 624 725 2
10
la 1( 11 3x4 =
3x4 —
3,
9 = 1.Sx4 II 3x4 AIM
3x4 =
8-
10-8 70 6 8 16-0-0 21-2-12 1 274).0 1
1 ) 8-
10.8 7-0.0 5•SA 5-2-12 5.9.4 Plate
Offsets (X.YI— 16:0.2-8.0-2-41 LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/de8 Ud PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.14 15.18 >999 240 MT20 2"/190 TCDL
10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.29 15.18 >999 180 BCLL
0.0 ' Rep Stress Inv YES WB 0.37 Horz(CT) 0.07 9 n/a n/a BCDL
10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 146 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc puffins. BOT
CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-10 oc bracing. WEBS
20 SP No.3 REACTIONS. (
lb/sae) 2=1140/0.3-8, 9=1140/0.3.8 Max
Nor[ 2-119(LC 10) Max
Uplift 2-299(LC 12), 9=299(LC 12) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=1998/696, 34=1716/603, 4-5-1495/588, 5-6=1696/688, 6-7=1289/534, 7-
8=1511/555, 8.9=2000/637 BOT
CHORD 2-15-554/1760, 14-15-393/1495, 12-14-310/1294, 11-12=494/1736, 9-11=494/1736 WEBS
3-15-332/184, 4-15=1041473, 5.14=-699/292, 6-14=-245/610, 7-12=120/408, B-
12-525/218 NOTES-
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B-4511; L-2711; eave=4ft; Cat. 11,
Exp B: End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1.0.0 to 2-0.0, Interior(1) 2-0.0 to 8-10-8, Exterior(2) 8-10-8 to I
S-8411, Intenor(1) 15-8411 to 28-0-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL =1.60 plate grip DOL=
1.60 3)
Provide adequate drainage to prevent water ponding. 4)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) -
This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0.0 wide will
fit between the bottom chord and any other members. 6)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=
299, 9=299. Printed
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies O
WARNING . Vanity design pen haters and READ NOTES ON TM AND INCLUDED WTEK REFERENCE PAGE aD1.7473 rev. 149=015 BEFORE USE. Design
vabd for use only with MlTeli® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a
truss $"am Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall DWOxig
design Bracing indicated is to prevent budding of rndmdual truss web andlor tlard members only. Additional temporary and pwmanem bracing is
always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the - fabriration,
storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPIf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety
Irdon allon available from Truss Plate Instdine. 218 N Lee Street. Suite 312. Alexandria, VA 22314. Tamps. FL 36610
Job Truss Truss Type Oy Ply Perk Sq Hms/ Sorrento-AorC 2078
T12944129
P2078AC-T BS HIP 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow. FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Jan 12 07:49:09 2018 Page 1
ID-LwgEfgAb9YkKfRKdr2TZX PzS7xJ-WWYsrMLi4Zg07vnK2CIN WJyWeq_8y3boeCs9Zozw9oe
1-0-0I 4-9t1-0-0 4-
6-013" 18." + 22.2-12 I 27-" 28-0-0I 1-
0-0 4Z a2.12 40 4." 4.2.12 4-94 40 =
30 =
40 = 4
20 5 21 6 1z
1V 4x4 =
US =
3x4 =
3x8 =
4x4 90-
0 18.40 27-" n.
rtin n_r>_n u.nn LOADING (
psf) SPACING- 2A0 CSI. TCLL
20.0 Plate Grip DOL 1.25 TC 0.41 TCDL
10.0 Lumber DOL 1.25 BC 0.82 BCLL
0.0 ' Rep Stress Ina YES WB 0.23 BCDL
10.0 Code FBC2017/TPI2014 Matrix -MS Scab =
1:47.2 DEFL.
in (loc) I/dell Ud PLATES GRIP Verl(
LL) -0.14 10.18 >999 240 MT20 244/190 Vert(
CT) -0.3010.18 >999 180 Horz(
CT) 0.07 8 n/a n/a LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD BOT
CHORD 2x4 SP No.2 BOT CHORD WEBS
2x4 SP No.3 REACTIONS. (
lb/size) 2=1140/0.3-8, 8=1140/0.3.8 Max
Horz 2=99(LC 10) Max
Uplift 2=299(1_C 12), 8-299(LC 12) FORCES. (
lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=1989/718, 3-4=1687/600, 4-5=1464/584, 5-6=1464/584, 6-7=1687/600, 7-
8=1989f?18 BOT
CHORD 2-12=570/1756, 10.12=-444/1606, 8-10=578/1756 WEBS
3-12=349/228, 4-12=-126/494, 5-12=2961134, 5-10=296/134, 6-10=126/494, 7-
10=3491228 Weight:
132 lb FT = 20% Structural
wood sheathing directly applied or 3-10.6 oc purlins. Rigid
ceiling directly applied or 7-9-2 oc bracing. NOTES-
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind, ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.Opsf; h=25ft; B=45ft; L=27ft; eave=off; Cat. II,
Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1.0-0 to 2-0-0. Interior(1) 2-0-0 to 9-0-0, Extenor(2) 9.0.0 to 22-
4-11, Interior(1) 22-4-11 to 28-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60 3)
Provide adequate drainage to prevent water ponding. 4)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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 (it=lb) 2=
299, 8=299. Printed
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies WARNING •
Verfy design Parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WF7473 rev. 1003Q015 BEFORE USE. Design
valid for use only with Mnek4li Connectors This design is based only upon parameters shown. and is for an individual building Component. rim a
truss system. Before use, the building designer must very the applicability of design parameters and properly MCCiporole this design into the overall building
design. Bracing indicated is to prevent buckling of utdrAdual truss web and/or Chord members only. Additional temporary and permanent bracing its
always required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the IaDriratron,
siorage, delivery, erection and bracing of trusses and truss systems, ace ANSIRPII Owlhy CrherU, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Solely
Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314 Tampa, FL 36610
b Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078T12944430
078AC TrP2 B6 HIP 1 1
0all
Mid -Florida Lumber, Bartow, FL. 8A 30 s Sep 15 2017 MTek Industries, Inc. Fn Jan 12 07:49 10 2018 Pape 1
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-J6E2iLKAotl3MWLwDW WWIEKmhTaxrsb)62Ezw9od
F 1-0-01 1-1" 7.0-0 + 11-49 1 15-7-7 I 20-0-0 1 22.2"2 1 27-0-0 fB l
1-0-0 3A4 3.2-12 4_,-9 4-2-13 4-9 3.2-12 3.9
4x5 =
4xe =
30 = 1x1 II 4x8 =
4 21 522 23 24 6 25 26 7
i• w ii ii
3x4 = 64 = 300 = 3x4
1
7-0.0
1
11 4 9
I
15 7.7
F
20." 27.0-0
7-M 44 42-13 4-4-9 7-0-0
LOADING (psf) SPACING- 2 0 0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.77
TCDL 10.0 Lumber DOL 1.25 BC 0.80
BCLL 0.0 ' Rep Stress Incr NO WB 0.44
BCDL 10.0 Code FBC2017frP12014 Matrix -MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=2022/0-3-8, 9=202310-3-8
Max Horz 2=79(LC 6)
Max Uplift 2=607(LC 8). 9=-607(LC 8)
Scale - 1:47.2
4x5 =
DEFL. in (loc) I/den Ud PLATES GRIP
Vert(LL) -0.2112-13 >999 240 MT20 244/190
Vert(CT) -0.4312-13 >746 180
Horz(CT) 0.13 9 n/a n/a
Weight 140 Ile FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-12 oc purlins.
BOT CHORD Rigid ceiling directly applied or 5.10.10 oc bracing.
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=3964/1173, 3-4=-3757/1129, 4-5=4188/1293, 5.6=4211/1301, 6-7=4211/1301,
7-8=3759/1129, 8-9=3966/1172
BOT CHORD 2-14=978/3504, 13-14=894/3351, 12-13=1161/4209, 11-12-894/3354, 9-11--978/3506
WEBS 3-14-265/98. 4-14-711604, 4-13-339/1134, 5-13-546/267, 6-12-5171273,
7-12-345/1147. 7-11-71 /611. 8-11-265198
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108m^ TCDL=4.2psf; BCDL=3.Ops1; h=25ft; B=4511; L=27ft; eave=oft: 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 nonconcurrerd with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb)
2-607, 9=607.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 205 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 11.0612, 97 lb down and 106 lb up at 13-0-12. 97 lb down
and 106 lb up at 13-11-4, 97 lb down and 106 Ile up at 15-11-4, and 97 lb down and 106 lb up at 17-11-4, and 189 Ile down and 205
Ile up at 20-0-0 on top chord, and 327 lb down and 97 lb up at 74)-0, 66 lb down at 9.0-12, 66 lb down at 11-0612, 66 lb down at
13-0-12. 66 lb down at 13-114, 66 lb down at 15-114, and 66 lb down at 17-114. and 327 Ile down and 97 lb up at 19-114 on
bottom chord. The design/selection of such connection device(s) is the responsibility of others.
8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead Roof Live (balanced) Lumber Increase-1.25, Plate Increase=1.25
Uniform Loads (ptf)
Vert: 1-4=60, 4-7=60, 7-10a:wK 15-18-20
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Verify design parameters and READ NOTES ONTM AND INCLUDED aTEK REFERENCE PAGE M/F7477 rsw. /aW,7015 BEFORE USE. Design
valid for use only with MrrekO connectors. This design is based ony upon parameters shown. and is for an individual buNtling component, not a
truss system. Before use, the budding designer muss verify the applicability of Design parameters and property incorporate this design into the overall budding
design. Bracing indicated is to prevem budding of individual truss web and/or chord member only. Additional temporary and permanent bracing IIIA.T" is
always required for stability and to prenro co9apse with possible personal injury and property damage. For general guidance regarding the KIVI fabrication,
storage, delivery, erection and bracing of lNsses and 1russ systems, see ANSVTP11 Quality Criteria, DSBa9 and BCSI Building Component 6904 Parke East Blvd Safety
Information available from Truss Plate Inst ule, 216 N Lee Street. Suite 312, Aftundna, VA 22314. Tamps, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078
T1294M30
P207BAC•T B6 HIP 1 I Job Reference (onfloriall
M16FIoncia Lumber, t%anow, FL. 8.130 s Sep 15 Z017 MiTek Industries. Inc. Fri Jan 12 07:49:10 Z018 Page 2
ID:LwgEfgAb9YkKiRKdr2TZXP2S7xJ-J6E2iLKnotI3MV4 wDc3VWbfEKmhTexrsbj6Ezw9od
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert 4-142(F) 7=142(F) 13=-41(F) 14-327(F) 11=327(F) 21-97(F) 22=97(F) 23=97(F) 24-97(F) 25=97(F) 26-97(F) 27=41(F) 28=41(F) 29=41(F)
30=41(F) 31=41(F)
0 WARMNG • Verify desln Parsmarers and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 110167473 rev. 10011=15 BEFORE USE.
Design valid for use only with MRek® connectors. This design its based only upon parameters shown, and its for an individual budding Component. net
a truss system. Before use. the budding designer must verity the applicability of design parameters and property incorporate this design into the overact MR
building design Bracing indicated its to prevent buckling of individual truss web andfor chord members only Additional temporary and pemtanem bracing t
is always regwred for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding cite
fabrication, storage, delivery, erection and bracing of trusses and truss &"am*. see ANSIRPH Quality Criteria. DSB-119 and BCSI Building Component 69W Parke East Blvd
Safety Information wadable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Menandna, VA 22314. Tampa, FL 36810
Job Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944431
P2078AC-T C1 HIP 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Jan 12 07:49:11 2018 Page 1
ID: L"EfgAb9YkKIRKdr2TZXPzS7xJ•SvgcG2MzcBvANDxW dkrbk 1 t9ejPOwc43WLGegzw9oc
9 1d 4-0 I 19812 I 2S2 8
t-0-0 S9 4 S2.12 3." 52.12 57-12
3
Scale = 143.3
axe =
40 =
i 21 22 5
30 = 1x4 II 3x4'= 30 =US = 1x4 II 3x4 =
11-0-0 14-" I 19b-12 I 252.8
5.9.4 9 3-0M 52.12 57.12
LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.07 11 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.14 11-12 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.39 HOIz(CT) 0.06 7 n/a n/a
BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 130lb FT is 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.2 BOT CHORD
WEBS 2x4 SP No.3
REACTIONS. (Ib/size) 7=1007/Mechanical, 2=1070/0-3-8
Max Horz 2=114(LC 11)
Max Uplift 7=239(LC 12), 2-283(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ili) or less except when shown.
TOP CHORD 2-3=1852/612, 3.4=1343/507, 4-5=1138/498, 5-6=1343/507, 6-7=1826/603
BOT CHORD 2-12 =501/1603, 11-12 =501/1603, 9-11 =292/1137, 8-9=478/1576, 7-8=478/1576
WEBS 3.11-543/240, 4-11-91/350, 59=109/346, 6-9=516/232
Structural wood sheathing directly applied or 4-1-0 oc purlins.
Rigid ceiling directly applied or 8-3-10 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuB=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Opsf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat.
II; Exp B; Encl.. GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-0.0, Interior(1) 2-0.0 to 11-0.0, Exterior(2) 11.0.0 to
14-4-0, Interior(1) 18.E-15 to 252-8 zone:C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 24)-0 wide
vAll fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (lt=lb)
7=239.2=283.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING • Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI.7473 rev. 1"MI5 BEFORE USE.
Design valid for use only with Mrr*M connectors. This design is based only upon parameters shown. and is for an individual building component, notHKatrusssyslemBeforeuse. the building designer must verily, the appbcabllity of design parameters and property Incmporale this design Imo the overall
µ building design. Sang indicined is to prevent buctdeng of ndrvidual truss Web and/or Nord members only. Additional temporary and permanent bracing
isis always required for stability and to prevent collapse with possible personal injury and property damage. For general gudence regarding the YaIV
fatir"ron, storage, delivery, erection and bracing of trusses and truss systems, see ANSUMI Quality criteria, DS048 and BCSI Building Component 8804 Parke East Blvd.
Safety Information available from Truss Palo Insidine. 218 N. Lee Street. Subs 312. Mexandna. VA 22314 Tamps, FL 36610
Job Truss Truss Type city Park Sq Hms/ Sorrento-AorC 2078Ply
T729M432
P2078AC-T C2 HIP 1 1
i all
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 M7ek Industries. Inc. Fn Jan 12 07:49.12 2018 Page 1
ID:LwgEfgAb9YkKIRKdr2TZXPzS7x3-w5E TONbNU2b_MVMLG48xavd2Ov9RNEIA4pA6zw9ob
1-001 4-9-4 9.40 I 16.4-0 + 20E 12 I 25-4-0 12W-0,
t-0-0 4-9.4
I
4.2-12 7-4 0 a2-12 4-SA
Scale a 1.44.5
airs =
4x8 =
1 19 20 21 22 5
04 = 3x8 = 30 = 3x4 = 04 =
9.0-0 18 4-0 25."
n_n_n •s n n n
LOADING (per SPACING- 2-0-0
TCLL 20.0 Plate Gnp DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Inv YES
BCDL 10.0 Code FBC2017/TP12014
CSI. DEFL. in loc) I/dell Ud
TC 0.94 Vert(LL) 0.15 9-17 999 240
BC 0.75 Vert(CT) 0.33 9-17 913 180
WB 0.16 Holz(CT) 0.06 7 n/a n/a
Matrix -MS
PLATES GRIP
MT20 244/190
Weight: 121 lb FT = 20e%o
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 8-1-3 oc bracing.
WEBS 20 SP No.3 WEBS 1 Row at midpt 5-11
REACTIONS. lb/size) 2=1073/0.38, 7-1073/0-3-8
Max Hors 2=97(LC 10)
Max Uplift 2=283(LC 12), 7=283(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1832/667, 3-4-1545/560, 4-5-1340/551, 5-6=15451560. 6-7-1832/667
BOT CHORD 2-11=523/1615, 9-11=347/1340, 7-9 =53111615
WEBS 3-11-321/209, 4-11--45/402, 5-9=49/402, 6.9=321/209
NOTES-
1) Unbalanced roof live bads have been considered for this design.
2) Wind: ASCE 7-10: VuR=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=25f1, eave=411; Cat.
If: Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-0-0, Interior(1) 2-0-0 to 9-", Exterior(2) 9-0.0 to
20-8-11, Interior(1) 20-8-11 to 264-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=lb)
2=283, 7=283.
d
a
a
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING - Varlfy design Pa.,. and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M P7473 rev. 18W,7015 BEFORE USE.
srr
Design vabd for use only wih M7ek® connectors. This design is based only upon paramefers shown, and is for an enfIrvrdual budding component, not
a truss system. Before use. the buddufg designer must verily the applicability of design parameters a rl property incorporate this design ado the overall
budding design. Bracing indicated is to prevent buckbng of Individual truss Web and/or chord members only. Addroonal temporary and permanent bracing 11tIn
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guWance regardxtg the
fabrication, storage, debvery, erection and broong of trusses and truss systems, a" ANSVrPI`1 Clualny Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Inslaule. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tamps, FL 38610
Job Truss Truss Type Oy Ply Park Sq Hms/ Sorrento-AorC 2078
T12944433
P2078AC-T C3 HIP 1 1
Job Reference (optionall
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Jan 12 07:49:13 2018 Page 1
ID:LwgEfgAb9YkKIRKdr2TZXPzS7xJ-OloNhkODBuAScW55H2nJh979mSISurinNXggNjZzw9oa
7-0-0 ( 10 915 1457
1 184 0 I 21512 1 25-0 126 4-01
1-0-0 3 9 Af 32.12 3 9 15 341.3 3-9-15 32-12 3-9.4 1-0-0
If
4x5 =
4x8 =
3x4 = tx4 11 Afire =
4 21 5 22 23 24 6 25 7
30 = 5x5 = 3x8 = 30 =
7.0-0 10 9.15 14$1 18 0 25.4-0
7-0-0 I'll3.8.3 3-9.15 7-0-0
Seale = 1.44.5
4x5 =
LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Verl(LL) 0.18 12-13 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.99 Verl(CT) 0.37 12-13 832 180
BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(CT) 0.13 9 n/a file
BCDL 100 Code FBC2017/rP12014 Matrix -MS Weight: 133 lb FT = 20%
LUMBER -
TOP CHORD 20 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 20 SP No.3
REACTIONS. (lb/size) 2=1887/0.3-8, 9=1888/0.3-0
Max Horz 2=77(LC 6)
Max Uplift 2-567(LC 8), 9=567(LC 8)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 5.11-0 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=3669/1086, 3-4=3456/1040, 4-5=3692/1146, 5-6=3714/1152, 6-7=3714/1152,
7-8=3459/1040, 8-9=3671/1086
BOT CHORD 2-14-900/3243, 13.14=-814/3081, 12-13-1012/3710, 11-12=-014/3084, 9.11-900/3244
WEBS 3-14=268/101, 4-14=73/598, 4-13 =273/892, 5-13=470/228, 6.12=439/237,
7-12-277/903, 7-11=-73/604, 8-11=268/100
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; B=4511, L=25ft, eave=4ft, Cat.
II; Exp B; End., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate gnp DOL=1.60
3) Provide adequate drainage to prevent water pending.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (ft=lb)
2=567, 9=567.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at
7-0-0, 97 lb down and 106 lb up at 940-72. 97 lb down and 106 lb up at 11.0-12, 97 lb down and 106 lb up at 12-841, 97 lb down
and 106 lb up at 14-3-4, and 97 lb down and 106 lb up at 16-3-4, and 189 lb down and 204 lb up at 184-0 on top chord, and 327 lb
down and 97 lb up at 7-0-0, 66 lb down at 9.0-12, 66 lb down at 11.0-12, 66 lb down at 12-M, 66 lb down at 14-3-4, and 66 lb
down at 16-3-4, and 327 lb down and 97 lb up at 18-3-4 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
8) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (8).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plc)
Vert 14=60, 4-7=-60, 7-10=60, 15 18=20
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
QWARMNG - Vadly design paramatera and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MP747$ rev. 180"015 BEFORE USE.
Design valid for use only with Mrekm connectors. This design a based only upon parameters shown. and is for an individual building component, nor
a truss syetem. Before use, the buildup designer must vent' the applicability of design parameters and properly incorporate this design into the overact is
budding design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing 11t11e"
is always required for stability and to prevent collapse wah possible personal injury and properly damage. For general guidance regarding the K#ia.!!1!M
fabrication, storage, delivery, erection and bracing of trusses and truss systems, tee ANSIrP11 Quality Criteria. DS849 and SCSI Building Component 6904 Parke East Bad
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suse 312, Alexandra, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oy Park Sq Hms/ Sorrento-AorC 2078
T12844433 IP2078AC-T C3 HIP 1 IPly 1
Job Reference (optional)
M16Flonde Lumber, Barlow, FL. 8.130 S Sep 15 2017 MfTek Industries. Inc. Fri Jan 12 07 49 13 2018 Page 2
ID LwgEIgAb9YkKIRKdr2TZXPzS7xJ-OloNhkOD8oAScW55H2nJh979mSISurmNXggNjZzw9oa
LOAD CASE(S) Standard
Concentrated Loads (Ib)
Vert: 4=142(F) 7=142(F) 14=327(F) 5=97(F) 6=97(F) 12=41(F) 11=327(F) 21-97(F) 23=97(F) 25=97(F) 26=41(F) 27=41(F) 28=41(F) 29=41(F)
O WARNING • Verify design paamaters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WO.7473 rev. 180=015 BEFORE USE.
Design valid for use only with MRekm conneclom This design is based Only upon parameters shown, and Is for an individual building componem, nor
a wss system. Before use, the budding designer must vent' the appbcabrlrty, of design parameters and properly incorporate this design into the overall
budding design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing t
is always required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the WI
fabrication, storage, delivery. erection and bracing of trusses and wss "am&. see ANSVIM Quality Criteria, DS649 and BCS1 Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Institute. 218 N Lee Street. Suds 312. Alexandria. VA 22314 Tampa, FL 36610
b Truss Truss Type Oy Ply Park Sq Hms/ Sorrento-AorC 2078
rP2 T12944434
078AC-T CJ JACK 4 1
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 M7ek Industries, Inc. Fri Jan 12 07:49.13 2018 Page 1
ID:LwgEfgAb9YkKfRKd2TZXPzS7xyOloNhkOD8oASeW55H2nJh97GgSXTuw7NXggN)Zzw9oa
1-0.0 1-0.0
Scab = 1, 10.7
0-441 . 1-0.0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 SC 0,03 Vert(CT) 0.00 5 >999 180
BCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2017rrP12014 Matrix -MR Weight- 6 Ile FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purtins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/sae) $=149/0-4-0, 3=-12/Mechanical, 4-1/Mechanical
Max Hors 5=43(LC 12)
Max Uplift 5=54(LC 12), 3=12(LC 1), 4=10(1-C 12)
Max Grav 5-149(LC 1), 3=3(LC 8). 4=13(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Opsf, h=25ft; B=4511, L=24ft; eave=oft; Cat.
II; Ex r B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces d MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live bads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3, 4.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 WARNING - Ver11y design Pa..$. and READ NOTES ON TM AND INCLUDED WTEK REFERENCE PAGE WO.7473 rev. I&W4615 BEFORE USE.
Design valid for use only with Mnelab connectors. This design la based only upon parameters shown, and is for an individual budding component, not
a truss system. Before use, the buldmg designer must verily the aliplxibarty, of design parameters and property incorporate this design into the overall
budding design Bracing indicated is to Prevent burJduip of individual truss web and/or chord members only. Addruonal temporary and permanent bracing
na @Ways required for stablay and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1Y
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Ouallty Criteria, DSB49 and BCSI Building Component 61104 Parke East Blvd.
Safety Information evallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. AWAndna, VA 22314, Tamps, FL 36610
Job Truss Truss Type Oty Ply Perk Sq Hms/ Sorrento-AorC 2078
T12944435
P2078AC-T CJ1 JACK 18 1
Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Jan 12 07 49:14 2018 Page 1
I D.LmVE"9YkKIRKdr2TZXP2S7xJ-IUMIu4Orv61JEggHrilYDMFSin_dNNXmUZwF 72w9oZ
1-0-0 1-0-0
1-0-0 1.0-0
LOADING (psf) SPACING- 2.0.0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.07
TCDL 10.0 Lumber DOL 1.25 BC 0.01
BCLL 0.0 ' Rep Stress Ina YES WB 0.00
BCDL 10.0 Code FBC2017ITPI2014 Matrix -MP
LUMBER -
TOP CHORD 20 SP No.2
BOT CHORD 20 SP No.2
REACTIONS. (lb/size) 3=10/Mechanical, 2=130/0-3.8, 4=0/Mechanical
Max Horz 2=42(LC 12)
Max Uplift 3=3(LC 9), 2-73(LC 12)
Max Grav 3=11(LC 17), 2=130(LC 1), 4=12(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale - 1.7.0
20 =
DEFL. in (loc) I/dell Ud PLATES GRIP
Vert(LL) 0.00 5 >999 240 MT20 244/190
Vert(CT) 0.00 5 >999 180
Horz(CT) 0.00 2 n/a n/a
Weight: 5 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-0.0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
NOTES-
1) Wind. ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=oft; Cat.
II; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 3 MWFRS for reactions
shown; Lumber DOL-1.60 plate gnp DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live bad 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 240-0 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.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING - Vwffy design p oilers end READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE WO.7473 rev. 10O 7015 BEFORE USE.
Design valid for use only with MTelet connectors. This design is based only upon parameters shown, and is for on individual building component, not
a truss system Before use, the but ding designer must vent' the apphcabitity of design parameters and property mcorporste this design into the overall No
budding design Bracing indicated rs to provers buckling of individual truss web and/or Chord members only. Additional temporary and permanent bracing „'r'
is always required or stabildy and to prevent collapse with Possible personal injury and property damage. For general guidance regarding the O
labmatnon, storage, delivery, erection and bracing of trusses and truss "am&, see ANSVTPIt Owlhy Criteria, D5849 and BCSI Building Component 6804 Parke Fast BW
Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610
Job Truss Truss Type oy Ply Park Sq Hms/ Sorrento•AorC 2078
712944436
P2078AC-T CJ3 JACK 14 1
tiall
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Fri Jan 12 07:49:14 2018 Page 1
ID LwgEfgAb9YkKlRKdr'tTZXPzS7x,YtUMlu4orv61JEggHAIYDMfSLmzdNNXmUZwF7zw9oZ
1-0-0 3-0-0
1-0-0 3-0-0
Scab. "I*
20 =
LOADING (psf) SPACING- 2 0 0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.09
TCDL 10.0 Lumber DOL 1.25 BC 0.08
BCLL 0.0 Rep Stress Inv YES WB 0.00
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=71/Mechanical, 2=168/0.3-8, 4=36/Mechanical
Max Horz 2.74(LC 12)
Max Uplift 3=34(LC 12). 2=-66(LC 12)
Max Grav, 3.71(LC 1), 2=188(LC 1), 4=52(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
DEFL. in (loc) I/dell Ud PLATES GRIP
Vert(LL) -0.00 4-7 >999 240 MT20 244/190
Verl(CT) -0.01 4-7 >999 180
Horz(CT) -0.00 3 n/a n/a
Weight: 11 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc puriins.
BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2pst: BCDL=3.Opsf; h=25ft; 8=4511; L=24ft; eave=oft; Cat.
II; Exp B. Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for
members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent 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 10D lb uplift at joint(s) 3, 2.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING • verify design perameres and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MI.7473 rev. 104=015 BEFORE USE.
Design valid for use only with MRek® connectors This design is based only upon parameters shown, and is for an indmilual buildup wmponem, notMRatrusssystem. Before use, the building designer must veiny the applicability of design parameters and property incorporate this design into the overall
t building design Brecmg indicated is to provers buciding of individual truss web s Wor chord members only. Additional temporary and permanent bra"
isis always required for stability and to prevent Collapse wah Possible personal injury and property l36!QdamageForgeneralguidanceregardingtheN
fabrication, storage, delivery. erection and bracing of trusses and true systems, see ANSVMI Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate lnstaNe. 218 N Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 38610
Job Truss Truss Type Oty Ply Park Sq Hms/ SOrrerdo-AorC 2078
712944437
P2078AC-T CJ3T SPECIAL 2 1
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 Mrfek Industries, Inc Fri Jan 12 07 49 15 2018 Page 1
I D.LwgElgAb9YkKfRKdr2TZXPzS7xJ-Lgw75OPTgPOArgETPTpnmaCdjF BGMgdg_SJTnRzw9oY
1-0 0 2-5-0 7-0 3-0.0
1-0-0 2.5-0 2-0 0-
0
2x4 =
2.5.0 2A OVA
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deg Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Verl(LL) 0.01 7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.14 Verl(CT) -0.01 7 >999 ISO
BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.01 5 We We
BCDL 10.0 Code FBC20171TPI2014 Matrix -MR Weight: 13 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0.0 oc puriins.
BOT CHORD 20 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
3-7: 2x4 SP No.3
REACTIONS. (lb/size) 2-189/0.8-0, 5=116/Mechaniral
Max Horz 2=81(LC 12)
Max Uplift 2=-64(LC 12), 5=46(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10: Vuh-140mph (3second gust) Vesd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h-25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; End., GCpt--O.18; MWFRS (directional) and C-C Exterior(2) -1.0.0 to 2-0-0, Interior(1) 2.0-0 to 3-0.0 zone:C-C for
members and forces 8r 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 bads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64) tall by 2-0.0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, S.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
QWARMNG . Vanity dastgn paramefersand READ NOTES ON THIS AND INCLUDED a/1TEK REFERENCE PAGE a01.7473 rev. 10N.1/2015 BEFORE USE. ft=
Design
valid for use Only with MRek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a
truss system. Before use, the building designer must verify the applKabilny, of design parameters and property mcorporafe this design into the overall building
design. Bracing mdrealed is to prevent buckling of inOwidual truss web and/or chord members only. Addhronal temporary and permanent bracing 11tJ1T wIs
always required for stability and to prevent collapse with possible personal vyury and prop" damage. For general guidance regarding the Mir fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII QualityCrherla, DS849 and BCSI Building Component 6904 Parke East Blvd. Safety
Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314 Temps. FL 36610
Job Truss Truss Type Oy Py Park Sq Hms/ Sorrento-AorC 2078
T12944438IP207BAC-T CJ4 JACK 1 1
oil
Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Jan 12 07.49:16 2018 Page 1
ID:LwgEfgAb9YkKlRKdr2TZXPzS7xJ•p1TVJmO5O)Y1TjgyAKOInklYfW5HtgDo21 Juzw9oX
4.7.8
4.7.8
Scab = 1.17.1
3x4 =
4.7-8
4.7-8
LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.03 3.6 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.05 3.6 999 180
BCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(CT) 0.01 1 n/a n/a
BCDL 10.0 Code F8C2017/TP12014 Matrix -MP Weight: 15 lb FT = 200%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 1=183/0.3.8, 2=123/Mechanwal, 3=59/Mec hanwal
Max Horz 1=76(LC 12)
Max Uplift 1=21(LC 12), 2=-65(LC 12). 3-1 (LC 12)
Max Grav 1=183(LC 1). 2=123(LC 1), 3=86(LC 3)
FORCES. (Ile) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc puffins.
BOT CHORD Rigid ceiling direly applied or 10-0.0 oc bracing.
NOTES-
1) Wrnd: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24tt, eave=4fl; Cat.
II; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-". Interior(1) 3.0.0 to 4-6-12 zone;C-C for
members and forces d MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING . Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAOE MI.7473 rev. 101=015 BEFORE USE.
Design valid for use only with MtreltO connector*. This 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 app4ubgdy of design parameters acid popeily Incorporate this design into the overall
building design Bracing indicated is to prevent budding of mdmdual truss web and/or chord members only. Additional temporary and permanent bracing 11t1wT
is allays regwred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i I N.
fabrication, storage. delivery, erection and bracing of trusses and truss "ams, see ANSVTPH Quality Criteria, OSB49 and SCSI Building Component 6904 Parke East BM.
Safety Information available from Truss plate Institute. 218 N. Lee Street. Suite 312. AlaundM. VA 22314 Tampa. FL 36810
Job Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078
1 T12944439
P2078AC-T CJS JACK 13
Job Reference (optional)
Mid-Flonda Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Jan 12 07:49:16 2018 Page 1
ID:LwgEfgAb9YkKfRKdr'ITZXPzS7x,YptTVJm050)Y t T_pgyAKOlnkkDfVY5HIgDo21 JuzwgoX
t-0-0 54-0
1.0.0 "1"
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 SC 0.26
BCLL 0.0 Rep Stress Ina YES WB 0.00
BCDL 10.0 Code FBC2017frPI2014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=127/Mechanical, 2=264/0-3-8, 4=64/Mechanical
Max Horz 2=108(LC 12)
Max UPIM 3=-64(LC 12), 2=73(LC 12)
Max Grav 3=127(LC 1), 2=264(LC 1), 4=91(LC 3)
FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown.
Sale a 1.17.0
DEFL. in (loc) I/defl Vd PLATES GRIP
Verl(LL) 0.04 4-7 >999 240 MT20 2441190
Verl(CT) -0.06 4-7 >988 180
Horz(CT) -0.00 3 n/a n/a
Weight. 18 Ili FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins.
BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing.
NOTES-
1) Wind. ASCE 7-10, Vul1=140mph (3 second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft, B=4511; L=24ft, eave=4f : Cat.
II; Exp B. End., GCpi-0.18; MWFRS (directional) and C-C Exterior(2) -1.0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for
members and forces & 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 bads.
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.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING • Verily daslgn paramefen and READ NOTES ON THIS AND INCLUDED MTEI( REFERENCE PAGE WP?473 rev. 1600=015 BEFORE USE.
Design valid for use only with Mrrek® connectors. This design is based only upon parameters shorn, and is for an individual buildup component, not
a truss, system Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buoding of mdmdual truss web and/or chord members only. AddNonal temporary and permanent bracing Ilt.'AwT
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 ANSIRPN Quality Criteria, DS049 and SCSI Building Component 69D4 Parke East Blvd.
Safety Information available from Truss Pate Institute. 218 N. Lee Street. Suns 312, Alexandna. VA 22314, Tamps, FL 36610
b Truss Truss Type Oy Ply Park Sq Hms/ Sorrento-AorC 2078
T12944440rP2078AC-T CJST SPECIAL 2 1 Reference1JobMid -
Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 Meek Industries, Inc. Fri Jan 12 07:49:17 2018 Page 1 ID:
L"EfgAb9YkKIRKdf2TZXPzS7xJ.H31 tW5RjB 1 guS80sWurFrlHIU3gsgi7zSSoasKzw9oW t-
0-0 2-7-8 5-04) t
0 0 2.7-8 2.4-8 Scab
a 1.17.0 20 =
2.
7-8 2-
7-8 54-
0 24.
8 Plate
Offsets (X.YI— 12.Edde.04)-41. I3:0-3-8.0.2-01 LOADING (
psf) SPACING- 2-0-0 CSI. DEFL. In loc) UdeO Ud PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.07 6 >802 240 MT20 244/190 TCDL
100 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.10 6 >597 180 BCLL
0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) 0.05 5 n/a n/a BCDL
100 Code FBC2017frP12014 Matnx-MR Weight: 19 lb FT - 20% LUMBER-
BRACING - TOP
CHORD 20 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT
CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. 3-
7: 2x4 SP No.3 REACTIONS. (
lb/size) 4=114/Mechanical, 2-267/0-8-0, 5=81/Mechaniwl Max
Horz 2=108(LC 12) Max
Uplift 4=49(LC 12), 2-72(LC 12). 5=13(LC 12) Max
Grav 4-114(LC 1), 2=267(LC 1), 5=88(LC 3) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES-
1)
Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft; L=24A; eave=4R, Cat. II;
Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1.0.0 to 2.0.0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members
and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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 Ili uplift at joint(s) 4, 2, 5. Printed
copies of this document are not
considered signed and sealed and the
signature must be verified on any
electronic copies AWARNING.
Vady, design parameters end READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE a0F7473 rev. 100732015 BEFORE USE. Design
valid for use only with Mfrel* conneciors Thy design is based only upon parameters shown, and is for an individual bulldog component, not a
was system. Before use, the budding designer must verify the sppkcabildy of design parameters and property incorporate this design Into the overall MR building
design. Bracing indicated is to prevent buckling of individual truss web andror chard members only Additional temporary and permanent bracing ILtA Z isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthef3fii fabrication,
storage, delivery, erection and bracing of trusses and truss systems, see ANSUMI Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety
bdonttatlo r available from Truss Plate Instdne, 218 N. Lee Street. Suds 312, Almndna. VA 22314. Tamps, FL 36610
Job Truss Truss Type Oy Ply Park Sq Hms/ Sorrento-AorC 2078
T12944441
P2078AC-T D1 SPECIAL 1
qJ o .11
Mid-Flonda Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Jan 12 07 49:18 2018 Page 1
I D:LwgElgAb9YkKIRKdr2TZXP2S7xJaF bGkRSMyKoliHz24bMUOCgwkT 1 HZy76g6X8Omzw9oV
5.3-0
1 911 t143 } 7603 I 181-0 42
13 I 220-
23 1-1-0I 11-/0.9 3 S3.0
8 3x4 =
8x10 =
Sx5 I I 8x10 MT20HS = 40 = 20 II Scab = 1:
38.0 11 Sxt4 =
5xB
MT20HS II S3-0
1 9.
11-8 1 11.10.9 + 13.11& 1 1%M 1 11-10 1 20.3-8 1 5.3-
0 4•B•8 1.11.1 2.13 2 13 2Z,3 2.2.8 LOADING (psf)
SPACING- 1-4-0 CSI. TCLL 20.
0 Plate Grip DOL 1.00 TC 0.96 TCDL 10.
0 Lumber DOL 1.00 BC 0.88 BCLL 0.
0 Rep Stress Ina NO WB 0.91 BCDL 10.
0 Code FBC2017/TPI2014 Matnx-MS LUMBER - TOP
CHORD
2x4 SP No.2 *Except' 510: 20
SP No. 1D BOT CHORD
2x6 SP DSS WEBS 2x4
SP No.2 *Except* 10-11,
3-17,3.5,6-15,7-14,8.13,9-12: 20 SP No.3 REACTIONS. (lb/
size) 11=5533/0.3.8, 2=2397/0-8-0 Max Horz
2=1543(LC 8) Max Uplift
11-1954(LC 5), 2-510(LC 5) Max Grav
11=6575(LC 13). 2=2612(LC 13) DEFL. in (
loc) I/defl Ud PLATES GRIP Vert(LL)
0.4215-16 >582 360 MT20 244/190 Ven(CT) -
0.721516 >337 240 MT20HS 187/143 Horz(CT)
0.07 11 n/a n/a Weight: 368
lb FT = 20% BRACING - TOP
CHORD
Structural wood sheathing directly applied or 2-6-7 oc purlins, except end
verlicals. BOT CHORD
Rigid ceiling direly applied or 10-0-0 oc bracing. FORCES. (Ib) -
Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD
2-3-5924/1250, 3-4=-494/239, 516-780/254, 5-6=25866/8266, 6-7=258748269, 7-8-
24846/7713, 8-9-11258/3380, 9.10=-11258/3380, 10-11-5824/1738 BOT CHORD
2-17-2560/6062, 16-17-7215/22186, 15-16-7946/23843, 14-15-7713/24846, 13.14-6193/20341, 12-13-6193120341, 11-
12-235/791 WEBS 3-17-125814390, 3-5-5660/1672,
517-16475/4756, 6-15-1496/486, 7-14-2116/710, 8.13=99/390, 9.12-1474/416,
5-15-353/2257, 7.15-615/1132, 10-12-3468/11541, 8-12-10011/3101, 8-14=1675/4966
NOTES- 1) 3-ply truss to be connected
together
with 10d (0.131'10") nails as follows: Top chords connected as follows: 20 - 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. 20 - 1 row at
0-9-0 oc. 2) All loads are considered equally applied to
all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to pry 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; Vuh=140mph (3-
second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II, Exp B; End., 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 bad nonconcurrent with any other live loads. 8) ' This truss has been designed for a
live bad 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 joints) except (it=1b) 11=1954,2=510. 10) Girder tames tie-
in span(s): 27-"
from 10-0.0 to 20-3-8 11) Hanger(s) or other connection device(s)
shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others.
Printed copies of this document are not considered
signed and sealed and the signature
must be verified on any electronic
copies LD NNRNnrovV +ompn Par .$. and
READ NOTES ON
THIS AND INCLUDED NITEK REFERENCE PAGE WF7473 rev. 1d4 MI5 BEFORE USE. Design valid for use only with Mrrek® conneaors
This design is based only upon parameters shwm, and is for an indMifuai buildup component. notMR a truss system. Before use, the budding designermustverilytheapplicabilityofdesignparametersandpropertyincorporatethisdesignintotheovera0 g. budding design. Bracing indicated is to prevent
buddingofindividualtrussWeband/or chord members only Additional temporary and permanent bracing 155f is always required for stability and to
preventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingtheK fabrication, storage, delivery, erection and bracing of trusses
and truss systems, see ANSlrM1 Quality Criteria, DS"9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218
N. Lee Street. Suae 312. Alexandria, VA 22314. Tamps, FL 38610
Job Truss Truss Type Oty Ply Park Sq Hmsf Sorrento-AorC 2078
T12944441
P2078AC-T D1 SPECIAL 1 3 Job Reference (ootionall
Mid -Florida Lumber, Bartow, FL.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1,00, Plate Increase=1.00
Uniform Loads (pit)
Vert: 1-4-40, 5-10-673, 2-11=13
Concentrated Loads pb)
Vert. 5=275
0 13D s Sep 15 zun maek maustnes. Inc. rn 3an 1z u/:4v it;zuia rage z
ID•LwgEfgAbgYkKlRKdr2TZXPzS7xJ4FbGkRSMyKoliHz24bMUOCgwkT/HZy76g6X80mzwgoV
WARNING • Vedly design paramsrars and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11110-7475 rev. 10103/7015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an indmdual budding component, not
a truss system. Before use, the buildup designer must vedfy, the apptrab9ny, of design parameers and property incorporate this design into the overall
buildup design. Bra" indicafed is to prevent budding of individual tons web and/or chord members only. Additional temporary and permanent bracing
is aways required for stability and to provers coaapsa with possible personal injury and property damage. For general guidance regarding the piqr
fabrication. storage. delivery. erection and bracing of frusaea and truss systems, see ANSVIPI1 Quality Criteria, DS949 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suae 312. Alexandria. VA 22314 Tamps, FL 36610
Job Truss Truss Type Oty Park Sq Hms/ Sorremo-AorC 2078
JPly T12944442IP2078AC-T D2 HIP 1 1all
Mid-Flonda Lumber, Bartow, FL 8.130 s Sep 15 2017 MTek Industries, Inc. Fn Jan 12 07:49:18 2018 Page 1
ID:LwgEfgAb9YkKIRKdr2TZXPzS7x,LIFbGkRSMyKoliHz24bMUOCg2UT4HZ8V 6g6X80mzw9oV
4-9.4 l l 11-0-0 15.10-12 F 3-8
4-94 4-2-12194.
4.
12 I Scab =
1:
35.1 7 a
40 =
3xS =
4x4 = 30 = 40 = 9-0-
0 i 11 8-0 20-3-8 9.0-
0 2-0.0 8.7.8 Plate Offsets (
X.Y- 15:0-5-4.0-2-01 LOADING (psf)
SPACING- 2-0.0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.
0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.14 10-16 >999 240 MT20 244/190 TCDL 10.
0 Lumber DOL 1.25 BC 0.69 Vert(CT) 0.31 10-16 >788 180 BCLL 0.
0 ' Rep Stress Ina YES WB 0.18 Horz(CT) 0.03 7 n/a n/a BCDL 10.
0 Code FBC2017/TP12014 Matrix -MS Weight. 100 lb FT = 20% LUMBER- BRACING -
TOP CHORD
2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7.6 oc purlins. BOT CHORD
2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-6 oc bracing. WEBS 2x4
SP No.3 REACTIONS. (Ib/
size) 7=810/0-3.8, 2=873/a8-0 Max Horz
2=94(LC 11) Max Uplift
7=192(LC 12), 2=237(1-C 12) FORCES. (Ib) -
Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD
2-3=1404/529, 3-4-1092/411, 4-5=922/412, 5-0=1070/407, 6-7=1353/501 BOT CHORD
2-10=-441/1236, 8-10-220/906, 7-8=399/1162 WEBS 3-
10=365/229, 4-10=-80/308, 5-8=52/264, 6-8=305/208 NOTES- 1)
Unbalanced
roof live loads have been considered for this design. 2) Wind:
ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25R, B=4511; L=24ft, eave=4f1; Cat. II; Exp
B; End., GCpi=0.18, MWFRS (directional) and C-C Extenor(2) -1-0.0 to 2-0.0, Intenor(1) 2-0.0 to 9-0.0, Exterior(2) 9-0.0 to 11-8-
0, Interior(1) 16-0-11 to 20-3.8 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.
60 3) Provide
adequate drainage to prevent water ponding. 4) This
truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live bads. 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 Ib uplift at joint(s) except 0t=1b) 7=192,
2=237. Printed copies
of this document are not considered
signed and sealed and the signature
must be verified on any electronic
copies AWARNING - Verily
dn/gn parameters and READ NOTES ON THIS AND INCLUDED aBTEK REFERENCE PAGE MF7473 rw. I&WR015 BEFORE USE. Design valid
for use only with MlTelit connectors. This design is based only upon parameters shown, and is for an individual buildup component, not a truss
system. Before use, the budding designer must vent' the applicability of design parameters and property incorporate this design into the overeU EF budding design.
Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11th9nT" is always
requved for stability and to prevent collapse with possible personal injury and propertydamage For general guidance regarding viRi le ll fabrication, storage, delivery, erection
and bracing of trusses and truss systems, ace ANSVTPII Quality Criteria, DS849 and BCSI Bustling Component 61104 Parke Fast Blvd Safety Information available from
Truss Plate Inslkuie. 218 N Lee Street. Suite 312. Alexandria. VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078
I T12944443
P207SAC-T D3 HIP 1
Job Reference (ootionall
MIG-Flonda Lumber. Bartow. FL. 0.13U s bep 15 ZU11 Mt I eK InOUSUtes, Inc. Fn Jan 1Z U1 4B.1B ZU14% rage 1
ID:LwgEfgAb9YkKIRKdr2TZXPzS7xJ-DS9exnSJewdCRYFeJujwOM7bsPZIZIGvmHhwCzw9oU
t-0 0 394 7.0.0 10 e-0 1341.0 16 t :12 2133-B
1-0-0 3-9-4 3-2-12 3-4-0 3-4-0 3-2.12 3.4-12
4x4 =
30 = 04 =
Scab - 1.35.6
4x4
4x4 =
3x6 = 3,9 = 4X5 =
74-0 13-8-0 20.3-8
74)60 6410 &7-8
LOADING (psi) SPACING- 2-00 CSI. DEFL.
TCLL 20.0 Plate Gnp DOL 1.25 TC 0.89 Vert(LL)
TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(CT)
BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(CT)
BCDL 10.0 Code FBC20177rP12014 Matrix -MS
in (loc) Udell Ud
0.12 9-11 >999 240
0.28 9-11 >863 180
0.07 8 n/a n/a
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x4 SP No.1 BOT CHORD
WEBS 2x4 SP No.3
WEDGE
Right: 2x4 SP No.3
REACTIONS. (lb/sae) 8=1499/0-3-8, 2=1537/0.8-0
Max Horz 2-75(LC 7)
Max Uplift 8=431(LC 8). 2=467(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=2924/867, 3-4=2718/815, 4-5=2422f758, 5-6=2362/743, 6-7=26301795,
7-8=2750/821
BOT CHORD 2-11-73812576, 9-11-745/2591. 6-9=-686/2373
WEBS 3-11=267/111, 4-11=170/833, 5-11=301/162, 5-9=387/188, 6-9=1547771
PLATES GRIP
MT20 244/190
Weight: 100 lb FT = 20%
Structural wood sheathing directly applied or 2-6-7 oc purlins.
Rigid ceiling directly applied or 7-3-6 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuB=140mph (3second gust) Vesd=108mph; TCDL=4.2psF BCDL-3.Opsf; h-2511; 8=45ft; L=24R; eave=4R; Cat.
II; Exp B; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gnp 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 bads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb)
8=431, 2=467.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 169 lb down and 204 lb up at
7.0.0. 97 lb down and 106 lb up at 9.0-12, 97 lb down and 106 lb up at 10.44), and 97 lb down and 106 lb up at 11-7-4, and 189 lb
down and 204 lb up at 13.8-0 on top chord, and 327 lb down and 97 lb up at 74).0, 66 lb down at 9.0-12, 66 lb down at 10-4-0,
and 66 lb down at 11-7-4, and 327 lb down and 97 lb up 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, bads 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 (phi)
Vert. 1-4=60, 4-0=-00, 6-8=60, 12-15=20
Concentrated Loads (lb)
Vert: 4-142(F) 6=142(F) 11=327(F) 5=97(F) 9=327(F) 19=97(F) 20=97(F) 21=-41(F) 22-41(F) 23=41(F)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING - Varffy design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE MI.7473 rev. 100=015 BEFORE USE.
Design valid for use only with MTek® conlllpors. This design is based only upon parameters shown. and is for an individual building componem, not
a truss system Before use, the budding designer must very the applicability of design parameters and property incorporate this design into the overall
budding design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing 11t11..T'
is always required for stability and to prevent collapse wah possible personal 'vij iry and property damage. For general guidance regarding the
fabrication. storage, delivery, erection and bracing of trusses and truss systems, we ANSV" Quality Criteria, DSB-e9 and BCSI Building Component 69W Parke East BNd
Safety Information &wit" from Truss plate Instdute. 218 N. Lee Street, Susie 312. Alexandria. VA 22314. Tampa. FL 36610
b Truss Truss Type Oy PlyPark Sq Hms/ Sonento•AorC 2078T72944444rP2078AGTEtCOMMON11
all
Mid -Florida Lumber, Banow, FL. 8.130 s Sep 15 2017 MITek Industries, Inc Fri Jan 12 07:49:20 2018 Page 1
ID:LwgElgAb9YkK02Kdr2TZXPzS7xJ-heiO97TcUy2Tyb7R BOPyTdvOUGU 13mP8POE Sfzw9oT
1-0 0 5-0-0 10-0.0
1-0-0 5-0.0 5-0-0
Scab = 1.24.0
04 =
3x4 11 4xB = 6 3x4 11
5-0-0 k 10."
4A-0 &0-0
LOADING (psf) SPACING- 2-0.0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.37
TCDL 10.0 Lumber DOL 1.25 BC 0.21
BCLL 0.0 ' Rep Stress Ina YES WS 0.07
BCDL 10.0 Code FBC2017/rP12014 Matrix -MS
DEFL. in (loc) I/dell Ud PLATES GRIP
Vert(LL) -0.01 7-8 >999 240 MT20 244/190
Vert(CT) -0.03 7-8 >999 180
HOR(CT) 0.00 6 n/a n/a
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD
BOT CHORD 20 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 8=457/04-0, 6=457/0-8-0
Max Horz 8=57(LC 11)
Max Uplift 8-157(LC 12), 6=157(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=420/248, 3-4=-420/248, 4-6--413/330, 2-8=413/330
Weight: 55 lb FT - 20%
Structural wood sheathing directly applied or 6-0.0 oc purtins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing,
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Opsf; h-15fl; 8=45ft; L=24H; eave=4f1; Cat.
11; Exp B: Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-", Intenor(1) 2-0-0 to 5-0-0, Exterior(2) 5-0-0
to 8-" zone; cantilever left exposed ;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live bads.
4) • This truss has been designed for a live load of 20 Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will f4 between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t-lb)
8=157.6=157.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 WARNING- Verry das/gn panmaters end READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE W1.7473 roV. faC.112015 BEFORE USE.
Design valid for use or y with MRekm wnnapors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall MR
bubding design Bracing indicated is to prevent buUding of individual truss web and/or chard members only. Additional temporary and pem anent bracing IVA wT
is always required for slabildy and 10 prevent Collapse with possible personal injury and property damage. For general guidance regarding the 5 111
fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSIrrPlt Quality Criteria, DSO-e! and BCSI Building Component 6904 Parke East Blvd.
Safety Information avadable from Truss Plate Institute, 218 N Lee Street, Susie 312. Alexandria, VA 22314. Tamps, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078
I T12944445
P2078AC•T E2 HIP 1
Job Reference (optionall
M10-FI0008 Lumber, 58nOW, FL. 8.13u s Sep tO Zut 7 Mt f eK inousufes, inC. Fn Jan R u/:4v:Zt zute rage t
ID:LwgElgAb9YkKIRKdr2TZXPzS7xJ.9gHOMTUEFFAJZlidkwB?rSd4gE 1 mViZN3mo?5zw9oS
1-0-0 34-0 7-0-0 to." tt.0.0
1-0-0 3.0.0 4-0.0 3-0-0
4xe =
4x4 =
3x4 11 3KS = 3xe = 7
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
to 3-0-0 7-" 10.0.0
2A-0 44-0 3,"
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.25
TCDL 10.0 Lumber DOL 1.25 BC 0.18
BCLL 0.0 Rep Stress Ina NO WB 0.15
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS
1.Sx4 II
DEFL. in (loc) Well Ud PLATES GRIP
Vert(LL) 0.01 8-9 >999 240 MT20 244/190
Ven(CT) -0.02 8-9 >999 180
Horz(CT) 0.00 7 n/a n/a
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD
BOT CHORD 20 SP No.2
WEBS 20 SP No.3 BOT CHORD
REACTIONS. (lb/size) 10=497/04-0, 7=497/0-8-0
Max Horz 10=39(LC 6)
Max Uplift 10=250(LC 8), 7-250(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=501/278, 3-4=-411/267, 4-5-501/277, 5.7=-469/256, 2-10=469/257
BOT CHORD 8-9=209/411
WEBS 5-8=-212/406, 2-9 =213/406
Scab = 1:22 6
Weight: 56 lb FT = 20%
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.Opsf,, h=15ft, B-45ft; L=24ft; eave=oft; CaL
11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL-1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" 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 Ili uplift at joint(s) except Qt=lb)
10=250, 7=250.
7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65 lb down and 182 lb up at
3-", and 9 lb down and 76 lb up at 5.0-0, and 65 lb down and 182 lb up at 7-0-0 on top chord, and 26 lb down and 30 Ili up at
3-0-0, and 12 lb down and 13 lb up at 5-0.0, and 26 lb down and 30 lb up at 6-11.4 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
6) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert. 1-2=60, 2-3=-00, 3-4=-W, 4-5 =60, 54=-60, 7-10=-20
Concentrated Loads (lb)
Vert 3 =18(F) 4=18(F) 9=14(F) 8 =14(F) 12=9(F) 14=8(F) Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING • Verity dasign paamefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MX7473 rev. 1&=2015 BEFORE USE.
Design valid for use only with M17CIO conneclon. This design Is based only upon parameters sham, and is for an individual budding component, not
a truss System. Before use, the building designer must very the applicability of design parameters and property incorporate this design aro the overall
budding design. Bracing indicated is to prevent bun9drng of individual Iruss web and/or chord members only. Additional temporary and permanent bracing T'
Is always required for stabdM.AV rlyandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the US fabrication, storage,
delivery, erection and bracing of woes and truss systems, am ANSVrPl1 Quality Criteria, DS849 and BCSI Building Component 6904 Parke East Blvd. Safety Information
available hart Truss PISIe InatdNe. 218 N. Lee Street. Suae 312, Alexandria, VA 22314. Tamps, FL 36610
Job Truss Truss Type Oy Ply Park Sq Hms/ Sorrento-AorC 2078
T12944446
P2078AC-T F1 ROOF TRUSS 4 1
e
Nao-rionoa Lumoer, nartOw, rL.
0-1-8
H F 1-3-00
5x6
1 tr3 =
tx3 =
1
5
4
4x6 =
2
Pky
30 = US FP = 3x3 = 1x3 11 3x3 =
3 4 5 6 7
d.1.xl s aep a zu1 f Mi t ex mdustnes, mc. rn ,Ian a of 4trzz zule rage 1
ID:LwgEfgAb9YkK1RKdr2TZXPzS7xJ-eOnnZpVsOZIABvHgJRROY2 b44RMhibIYLXXzw9oR
Scab = 1.33.8
3x3 = 30 = 4x6 = 5x6 =
8 9 10 11
q7
20 II Sxe = 4x6 = 30 = 34 = lx3 II 34 = 3x4 = 4x6 = 3x8 FP = 3x3 11
5x6 =
20.2.12
20.2-12
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 1.00 Veri(LL) 0.39 18 613 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.71 Verl(CT) 0.54 18 447 240
BCLL 0.0 Rep Stress Incr NO WB 1.00 HOR(CT) 0.09 12 n/a n/a
BCDL 5.0 Code FBC2017rrPI2014 Matrix-S
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2D(flat) TOP CHORD
BOT CHORD 2x4 SP DSS(flet) 'Except' BOT CHORD
12-14: 2x4 SP No.2(tlat)
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 23=1566/0-8-0, 12=1210/0-3-8
FORCES. (lb) - Max,Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-23=1532/0, 11-12-1203/0, 1-2-1550/0, 2-3=3838/0, 3-5=512210, 5-6-5496/0,
6-7=5496/0, 7-8=5262/0, 8-9=4501/0, 9-10=3173/0, 10-11=-1248/0
BOT CHORD 21-22-0/2841, 20-21=0/4607, 19-20=0/5425, 18-19=0/5496, 17-18=0/5496, 16-17=0/5017,
15.16=0/3959, 13.15=0/2362
WEBS 11-13--0/1662, 1-22=0/2107,10-13=1549/0, 2-22-1796/0, 10-15=0/1129, 2-21=0/1386,
9-15=1093/0, 3-21 =1070/0, 9-16=0/754, 3-20=0/717, 8-16=718/0, 5.20=-479/0,
8-17-271521, 5-19=313/500, 7-17=602/156
Weight: 106 lb FT = 20%F, 11 %E
Structural wood sheathing directly applied, except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3) nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
3) CAUTION, Do not erect truss backwards.
4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase-1.00
Uniform Loads (plf)
Vert: 23-26=85(F=75), 12-26=10, 1-11=100
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING . Verify dss/gn parameters and READ NOTES ON THIS AND INCLUDED OTE1r REFERENCE PAOE WA7473 rev. 100=015 BEFORE USE.
Design valid for use only with Urek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not
a truss system Before use, the buildup designer must vent' the applicability of design parameters and properly incorporate this design mill the overall
bunging design Bmang agitated is to prevent bucldmng of individual truss web and/or chord members only Additional temporary and permanent bracing
is always required for stabnlry and to prevent collapse With possible personal injury and property damage For general guidance regarding the aVrii!!!l11.
fabrication, storage, delivery, erection and bracing of musses and tons systems. see ANSIRPIt Oualhy Criteria, DS049 and SCSI Building Component 6504 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandria. VA 22314. Tamps. FL 36610
b Truss Truss Type Oty Ply Park Sq Hms/Sorrento-AorC 2078
rP2 T12944447
078AC-T F2 ROOFTRUSS 10 1
neto-rtonba Lumber, Barlow, I-L.
3x3
14 2
B.1 Ju s Sep 1b zu1 / mi f ex inaustftes. Ine. Fn Jan 1z uv4v:zz zultf rage 1
ID:gR7GTgtGeHxJkx7yRAMor5yENIx-eOnnZpVsOZIABvHgJRROY2 hE40OVsriblVLXXzw9oR
r 1.5-6 i O-W
Scale - 1:26.5
4x4 =
3x3 = 1x3 11 3x3 = 3x3 = 3x3 = 110 =
3 4 5 6 7 a
17 16 15 14 13 12 11 10 0
3x3 II 4x5 = 3x3 = 34 = 1x3 II 3x3 = 3x3 = 40 = 34 =
2-9-0 5.3-0 10." 13-2.8 15.11.8
LOADING (psf) SPACING- 240-0 CSI. DEFL. in (loc) Well Ud
TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) 0.17 12-13 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(CT) 0.23 12-13 816 240
BCLL 0.0 Rep Stress Inv YES WB 0.55 Horz(CT) 0.04 9 n/a n/a
BCDL 5.0 Code FBC2017/rP12014 Matrix-S
LUMBER- BRACING -
PLATES GRIP
MT20 244/190
Weight: 84 lb FT = 20%F, 11%E
TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins,
BOT CHORD 2x4 SP No.l (flat) except end verl call.
WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
REACTIONS. (lb/size) 17-864/Mechanical, 9=858/0-3-8
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-17=860/0, 8-9=-853/0, 1-2=-060/0, 2-3=2054/0, 3-4=2774/0, 4-5=2774/0, 5-6=2671/0, 6.7=2069/0,
7-8=856/0
BOT CHORD 15-16=0/1614, 14-15=0/2489, 13-14=0/2774, 12-13=0/2774, 11-12=0/2509, 10-11=011607
WEBS 8-10=0/1104. 1-16=0/1145, 7-10=1044/0, 2-16 =1049/0, 7-11=0/642, 2-15=0/612, 6-11-612/0, 3-15=-605/0,
6-12-0/333, 3-14=0/581, 5-12=368/108
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-10d (0.131' X W) nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
4) CAUTION, Do not erect truss backwards.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING • Vanity dasrgn paramerera and READ NOTES ON THIS AND INCLUDED af/TEK REFERENCE PAGE WO.7473 rev. 1MMI S BEFORE USE.
Design valid for use only with MiTeltm connectors. This design is based only upon parameters shown, and is for an Individual building component, not
a truss system. Before use. the building designer must verily the applicability of design parameters and property incorporate this design into the overall No
building design. Bracing indicated is to prevem buciduip of rndMdual truss Web and/or chord members only. Addaional temporary and permanent bracing .wT '
is always required for stability and to prevent collapse With possible personal injury and property damage For general guidance regarding the Ihl
tabrtrat on, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria. DS649 and BCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Plate Instaute, 218 N. Lee Street. Suss 312, Akxandna. VA 22314. Tamps, FL 30610
Job Truss Truss Type Park Sq Hms/ Sorrento-AorC 2078Otyly
T12844448
P2078AC-T F2A GABLE 1 1
ReferenceJob
mw-rw wtl wnwCr, otlnvw, IL.
r1!FE
0" JV s pep rig LV I r MI. CK rnoustne3, InG. rn Jan 1[ VrlVa:LJ LVta rage 1
ID gR7GTgtGeHxJkx7yRAMor5yENlx-6DO9n9WntO1p3sOtM5GX_HUx4ER8rgNFv3_zw9oO
olle
Scale = 126.5
3 4 5 6 7 8 9 10 11 12
27
qT
26 25 24 23 22 21 20 19 18 17 16 15 14
34 II 3x3 =
7.4.4 a."
1.4.0 1.4.0 1.&0 1-A.0 1-3.8 GSa • 0-7-a
e.8.4 0.1.4
1-2-a 1." 1.4.0 1-4.0 1.4.0 1.4.0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP
TCLL 40.0 Plate Gnp DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Inv YES WB 0.03 Horz(CT) 0.00 14 n/a n/a
BCDL 5.0 Code FBC2017/rP12014 Matrix-R Weight: 71 lb FT is 209/6F, I I%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins,
BOT CHORD 20 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(8at) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 20 SP No.3(flat)
REACTIONS. All bearings 15 11-8.
lb) - Max Grav All reactions 250 lb or less at joints) 26, 14, 20, 15, 16. 17, 18, 19, 25, 24, 23, 22, 21
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES.
1) All plates are 1x3 MT20 unless otherwise Indicated.
2) Gable requires continuous bottom chord bearing.
3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
4) Gable studs spaced at 14-0 oc.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-00 oc and fastened to each truss with 3-1Od (0.131' X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
6) CAUTION, Do not erect truss backwards.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARMNG - Verily design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE WP747S rev. 10003/1015 BEFORE USE.
Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system Before use• the building designer must verity the applicability of design parameters and property rncoipon"a this design Into the overact is
building design. Bracing indicated is to prevent budding of individual truss web and/or chord members, only Additional temporary and permanent bracing IltJIwT"
is akvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i5 111
fabrication, storage, delivery, erection and bracing of cusses and truss systems. a" ANSVrP11 Quality Criteria, DSBa9 and BCSI Building Component 6904 Parke Fag Blvd
Safety Irdontratlon available boas, Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa. FL 36610
Job Truss Truss Type Oy Py Park Sq Hms/ Sorrento-AorC 2078
T12944449
P2078AC-T F3 ROOF TRUSS 1 1
mlo-rtonoa Lumber, uantlw, rL. o.1,1u s aep 10 ZVI I full I eK Inousutes, irw— rn .Ian a urgy:ca cula raga 1
ID gR7GTgtGeHxJkx7yRAMor5yENlx-aPyX_WWYAYuOCOCOsTudT42Pt6lzmW?31 SbOzw9oP
I1 11-2-8 0-0
Scab e 126.1
F!7.
Y Yam
3x3 = IX3 II 3x3 =
3 4 5
14 13 12
34 = 14 II 34 =
3x3 = 3x3 = 4x6 =
6 7 B
q7
11 10 9
3x3 = 04 = 3x3 =
I 2-9-0 I 530 I t0 S8 I 12.11.8 15A B I
2.91 280 5.2A 2$0
Plate Offsets fX.YI- 11.Edoe.0-1-81
LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) I/den L/d
TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Ven(LL) 0.16 12-13 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.73 Ven(CT) 0.21 12-13 874 240
BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.04 9 n/a rile
BCDL 5.0 Code FBC20171TP12014 Matrix-S
LUMBER- BRACING -
PLATES GRIP
MT20 244/190
Weight 83 lb FT - 20%F, 11 %E
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purbns,
BOT CHORD 22 12 No.1(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10*-0 oc bracing.
REACTIONS. (lb/size) 17=850/Mechanical, 9=850/Mechanical
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-17=846/0, 8-9=-044/0, 1-2=844/0, 2-3=2011/0, 3.4=2691/0, 4-5=-2691/0, 5-6=2599/0, 6.7=2026/0,
7-8-839/0
BOT CHORD 15-16=0/1584, 14-15=0/2431, 13.14=0/2691, 12-13=0/2691, 11-12=0/2449, 10.11=011580
WEBS 8-10-0/1117. 1-16=0/1123, 7-10=1030/0. 2-16=1030/0, 7-11=0/620, 2-15=0/594, 6-11=589/0, 3-15=583/0,
6.12-0/312, 3-14=0/538, 5-12=338/112
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
4) CAUTION, Do not erect truss backwards.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
QWARNING • Verily design paammters and READ NOTES ON THIS AND INCLUDED N/TEK REFERENCE PAGE W47473 rev. 1003*015 BEFORE USE.
Design valid for use only with MITek® connectors. This design is based only upon parameters shown. and is for on nhdwedual budding component, no
a truss syslem, Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall
building design Bracing Indicated is to prevent buekbng of individual truss Web and/or chord members only. Additional temporary and permanent bracing j1r"
is sways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the w[r
fabrication, storage, delivery, erection and bracing of basses and truss systems, see ANSVrPI/ Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 216 N Lee Street, Suds 312, Alexandria, VA 22314, Tamps, FL 36610
Job Truss Truss Type Oty PlyPark Sq Hms/ Sorrento-AorC 2078
44T129450
P2078AC-T F3G ROOF TRUSS 1 1
Job Reference (ootionah
MIV•r IVWO LurnV 'I Ced.eNw, IL.
1x3 11 1x3 II 3x7 = 34 =
I5x6 2 3 4 5
20 19 18 17 16 IS
3x3 II 4x5 = 30 = 3x3 II 3x3 = 3x3 =
0" JV 5' al"I J LV 1 / Ml 10" IIIV VSVICS, In"rn Jan l L rage 1
ID gR7GTg1GeHxJkx7yRAMor5yENlx-aPyX V1N6YAYuOCOCOsTudT4zF16JziU?31_SbOzw9oP
i 1S8 I
Scab - 1 *26.1
3x3 = 3x3 = 3x3
6 7 8
14 13 12 11
tx3 II 1.3 11 3x3 = 4x5 =
4XS =
9
I 2St2 1 3S-0 317,8 1541-8
2b12 a71 D-1-0 12.1.0 '
Plate Offsets (X.Y- I1:Edoe.0.1-81.118:0-t-8.Edoel. 119:0-1-S.Edoel
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.21 14-15 >865 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 SC 0.71 Vert(CT) -0.29 14-15 >633 240
BCLL 0.0 Rep Stress Inv NO WB 0.79 Horz(CT) 0.04 10 n/a n/a
BCDL 5.0 Code FBC2017frPI2014 Matnx-S Weight. 87 lb FT = 20%F, 11%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing direly applied or 5-2-7 oc purlins,
BOT CHORD 2x4 SP DSS(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
REACTIONS. (lb/size) 20=981/Mechanical, 10=888/Mechanical
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-20=1066/0, 9-10=887/0, 1-2=1274/0, 2-3=1274/0, 3.4=1274/0, 4-5=2648/0,
5.6=2936/0, 6-7=-2760/0, 7-8-2137/0, 8-9=885/0
BOT CHORD 18-19=0/1274, 17-18=0/2353, 16 17=0/2353, 15 16=0/2950, 14-15=0/2760, 13-14=0/2760,
12-13=0/2760, 11-12=0/1651
WEBS 4-17=0/353, 1-19=0/1664, 4-18-1429/0. 2-19=51710, 3-18=0/339, 9-11=0/1179,
4-16=0/398, 8-11-1064/0, 5-16=427/0, 8-12=0/676, 7-12-897/0. 6-15=0/417,
6-14=357/0, 7-13=0/380
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131' X 3) nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
4) CAUTION, Do not erect truss backwards.
5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 169 lb down at 3-7-8 on bottom
chord. The design/selection of such connection devtce(s) is the responsibility of others.
6) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASES) Standard
1) Dead + Floor Live (balanced): Lumber Increase-1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 10.20=10, 1-9-100
Concentrated Loads (Ib)
Vert, 17=169(F)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING • VaAy design Pa vmafars and READ NOTES ON MIS AND INCLUDED M/TEK REFERENCE PAGE M7173 ray. IGOM15 BEFORE USE.
Design valid for use only with Mrrek* Connectors This design Is based only upon parameters shown, and is for an Individual budding Component, not
a truss system. Before use, the building designer must vent' the appl cateday of design parameters and properly incorporate this design into the overall Am
building design. Bracing Indicated Is to prevent buttdeng of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing MAwT'
is always required for stability and to prevent collapse with posstble personal Injury and property damage. For general guidance regarding the Vl
fabrlcatlon, storage, delivery, eracflore and bracing of trusses and truss systems. "a ANSM11 Oualhy Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd.
Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Perk Sq Hms/ Sorrento-AorC 2078
T12944451
P207SAC-T F4 ROOF TRUSS 5 1
all
1010-N Ktaa LVmDer, Vanua, rL.
0-1-8
H H '•3.
14
13
1 34 =
o. Z s oep w cv i r mi i eie muusures, inc. rn ,con is w:+a:c cv io rag= i
ID LwgEfgAb9YkKIRKdr2TZXPzS7xJ•2bVACrXUUhl2M?O Z?7MoFiHY?iHO81hk?$ww9oO
3x3 = lx3 II tx3 II 3x3 =
2 3 4 5
3x8 =
6
I'N
1
1FAAW6,ZAhL1we
ewe YNINEY Y—Y
10 11 1, 1 1WOMEN
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/den Ud
TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) 0.04 8-9 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(CT) 0.05 8-9 999 240
BCLL 0.0 Rep Stress Inv YES WB 0.30 Horz(CT) 0.01 7 n/a n/a
BCDL 5.0 Code FBC2017lrP12014 Matrix-S
LUMBER- BRACING-
Scale = 1.10 1
7
3x3 II
PLATES GRIP
MT20 244/190
Weight: 53 lb FT - 20%F, 11 %E
TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc purlins,
BOT CHORD 20 SP No.2(flat) except end verticals.
WEBS 20 SP No.3(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oC bracing.
1-12,6.7: 2x4 SP No.2(flat)
REACTIONS. (lb/size) 12=529/0.8-0, 7=529/0-3-8
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-12-525/0, 6-7=525/0, 1-2=-455/0, 2-3-1029/0, 3-4=1029/0, 4-5=1029/0,
5-6-474/0
BOT CHORD 10-11=0/865, 9-10=0/1029, 8-9=0/880
WEBS 6-8=0/631, 1-11=0/618, 5-8--566/0, 2-11-571/0, 5-9=0/341, 2-10=0/354
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
3) CAUTION, Do not erect truss backwards.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 WARMNG • Verily daslpn parameters end READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MW?4?3 rev. 104MIS BEFORE USE.
Design valid for use only web Mnekm connectors. This design is based only upon parameters sham, and is for on individual building component. not
a truss system Before use, tiro building designer must vent' the applicability of design parameters and properly incorporate this design unto the overall
building design. Bracing Indicated is to prevent buckling of mdMdual truss Web and/or chord members only. Additional temporary and permanent bracing wT
is always required for stability and to provers collapse with possible personal injury and property damage. For general guidance regarding the A.
fabrication. storage, delivery, erection and bracing of asses and ass systems. see ANSIRP11 Quality Cnterls, DS8a9 and SCSI Building Component 6904 Parke East Bald.
Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandria, VA 22314. Tamps, FL 36610
Job Truss Truss Type Oty Ply Park Sp Hms/ Sor ento AorC 2078
T12944452 IP207BAC-T F4A GABLE 1 1
Job Reference (optionall
mto•rionaa LUmDer, oanow, rL.
3x3 II 1x3 II
1 2
i ri
0.1,1u s bep 1 b cut i nru i ex mousures, me. rn dan a uraxdo 4uta rape 1
ID:LwgEfgAb9YkKlRKdr2TZXPzS7xJ-V4 4HPAYN4opcgWabYHWMru9VThzmRoslWLTZ9Jzw9oN
Scale=1:17.5
1x3 I I 1x3 I I 1x3 11 / x3 I I 1x3 11 1 x3 I I 3x3 I I
3 4 5 6 7 8 9
16 17 16
34 11 1x3 II tx3 II
15 14 13
114 II tx3 II tx3 II
12 11 10
1 x3 11 1 x3 11 34 11
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/den Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 2"1190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a - n/a 999
BCLL 0.0 Rep Stress Inv YES WB 0.03 Holz(CT) 0.00 10 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight: 46 lb FT = 20%F, 11%E
LUMBER- BRACING -
TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
OTHERS 2x4 SP No.3(flal)
REACTIONS. All bearings 9-6-12.
lb) - Max Grav All reactions 250 lb or less at joints) 18, 10, 14, 11. 12, 13. 17, 16, 15
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Gable requires continuous bottom chord bearing.
2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
3) Gable studs spaced at 1-4-0 oc.
4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING • Vadly daslgn parameters and READ NOTES ON TM AND INCLUDED NITEK REFERENCE PAGE II111-7473 rev. I&OU7015 BEFORE USE.
Design vabd for use only with Mrrek® connectors, This design is based only upon parameters shown, and is for an indmdual budding component, not
a truss system. Before use. the building designer must venfy the applrcabdrty, of design parameters and property incorporate this design into the overall
budding design. Bracing indicated is to prevent buckling of indmdual truss web and/or chord members only. Additional temporary and permanent bracing 11tA.T"
is always required for stabdry and to prevent collapse wM possible personal injury and pmpeny damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Ousllty Criteria, DSBae and SCSI Building component 6804 Parke East Blvd
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Aterrelldna, VA 22314 Tampa, FL 36610
Job Truss Truss Type Perk Sg Hrml Sonemo-AOIC 2076T1294M53tyPy
P2076AGT F5 ROOFTRUSS t
bR
raro-rr0noa L1lnaxer, tOnOW, M.
0-1-8
H I 1.M I
3x5 =
O.1J V a nw 1 J LV 1 / MI I ex mVVJeres. — rn Jan lL —Us ,
ID•LwgE/gAb9YkKlRKdr2TZXPzS7xJ-xg3Wu6rFx4cBHsgXO1 CwIO_1 uXb8nZy18gG42zw4S4
Sceb 11:196
3x4 = 3x3 = tx3 II tx3 II 3x3 = 3x4 = 3x3 II
2 3 4 5 6 16 7 17 a
3x6 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1,00 TC 0.98 Ven(LL) -0.08 10-11 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(CT) -0.11 10-11 >999 240
BCLL 0.0 Rep Stress Inv NO WB 0.36 Horz(CT) 0.02 9 n/e n/a
BCDL 5.0 Code FBC2017/rP12014 Matnx-S Weight. 65 lb FT = 20%F, 1196E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.1(fIM) TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc puffins,
BOT CHORD 20 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 15=601/1-10.8, 9=963/Mechantoal, 14=117/0-38
Max Grav 15=601(LC 1), 9=1128(LC 8), 14-117(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1034/0, 3-4-1746/0, 4-5=1746/0, 5-6-1746/0, 6-7-1518/0
BOT CHORD 14-15=0/666, 1314=0/666, 12-13=0/1482, 11-12-0/1746, 10-11=0/1833, 9.10=011150
WEBS 7-9=15W/0, 2-15=887/0, 7-10=0/572, 2-13=01529. 6-10=519/0, 3-13=-M/0, 6-11-363/263. 3-12=0/593,
4-12=280/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 or. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 347 lb down at 8-11-4. and 349
lb down at 10.11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others.
5) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increasewl.00
Uniform Loads (plf)
Veit: 9-15-10. 1-8-100
Concentrated Loads (lb)
Ven: 16=201(B) 17=202(13)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
AWARNING - Vedy, dasign parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI.7473 rev. faoo"015 BEFORE USE.
Design valid for use only with M7elt® connectors This design is based only upon parameters shown, and is for an IndMdual budding component, not
a truss system. Before use, the budding designer must verity the applicability of design parameters and property incorporate this design Into the overall No
budding design. Bracing indicated is to provers budding of individual truss web and/or chord members only. Additional temporary and pamranen bracing
is always requved for stability and to prayers collapse with possible personal injury and property damage For general guidance regarding the WIM
labritatron, storage, delivery, ereciron and bracing of trusses and truss systems, see ANSVrP11 Quality Crherla, DSBa9 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Ins14Ne. 218 N. Lee Street Soae 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type oy Py Park Sq Hms/ Sorrento-AorC 2078
Ti2944454
P2078AG-T F6 ROOF TRUSS 2 1
ma-nunua wmuer, oauvw, rL.
10
9
O.1Ju s Jep to cut f ml i eK mousmes, inc. rn Jan 1c V/:4a.z/ zula rage 1
ID:LwgEfgAb9YkKIRKdr2TZXP2S7xJ-_eldWZ1r5xTHg9n6_1 bF6iR51hAExRI1D6Cl2w9oM
0.1-8
3x8 —
H 319 = 1-3-0 2 0,0.11 0•10.12 3 rx3 II 4
1x3 II 3x3 II
Scab - 1:9.4
LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) I/den Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) 0.00 6 999 360 MT20 2"/190
TCDL 10.0 Lumber DOL 1.00 BC 0.10 Vert(CT) 0.01 6 999 240
BCLL 0.0 Rep Stress Ina YES WB 0.11 Holz(CT) 0.00 5 n/a We
BCDL 5.0 Code FBC2017lrP12014 Malrix-S Weight: 26 lb FT = 20%F, 11%E
LUMBER- BRACING -
TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-12 oc puffins,
BOT CHORD 2x4 SP No.2(nat) except end verticals.
WEBS 2x4 SP No.3(nat) BOT CHORD Rigid ceiling direly applied or 10-0.0 oc bracing.
REACTIONS. (lb/size) 8=211/0-74, 5-211/Mechanical
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
4) CAUTION, Do not erect truss backwards.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING • verify design psreniaters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MLL7473 rev. IOW?015 BEFORE USE.
Design valid for use only with Mnek® connectors This design is based only upon parameters sham, and is for an indNidual budding ixmp0nenl, not
a truss system. Before Use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent budding of indmdual thus web and/or chord members only Additional temporary and permanent bracing 11U^
rs always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Ki1N .
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria. DSB4i9 and SCSI Building Component 6904 Puke 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 Park Sq Hms/ Sorrento-AorC 2078
T12944455
P2078AC-T F7 ROOF TRUSS 10ty1 IPly 1
Job Reference (optimal)
mto-rionoa Lumber, nenOW. rL. o.10v s aep w cv r r m i en inousmes. rric. rn dan Pic vi:%v.z r cv io rape r
ID:gR7GTg1GeHxJkx7yRAMor$yENtx-_efdWZ?r5xTHg9n6_1 bF6igd51AAEIRI?D6Ctw9oM
3x6 =
1 3x6 = 2 1x3 II 3 lx3 II 4
SOeb = 1,9 4
3x3 = 3x3 =
e 7 6 5
3x3 11 3x3 11
18A 31i0
2-0-01!-0
LOADING (psf) SPACING- 2-0.0 CSI. DEFL. In loc) Ilden Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.00 7 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(CT) -0.00 7 >999 240
BCLL 0.0 Rep Stress Ina YES WB 0.08 Horz(CT) 0.00 5 We n/a
BCDL 5.0 Code FBC2017rrP12014 Matrix-S Weight: 25 lb FT = 200AF, I I%E
LUMBER- BRACING -
TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins,
BOT CHORD 20 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) SOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
REACTIONS. (lb/size) 8-179/Mechanical.5=179/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) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
QWARMNO • Veifly desi0n panimaters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE ard.7473 n . 14119Yt015 BEFORE USE.
Design valid for use only with hifTekm connectors. This design is based only upon parameters shown. and is for an individual building component, not
a truss system Before use, the budding designer must verity the applicability of design parameters and property incorporate this design ono the overall
building design. Bracing indicated is to prevent buWi ig of individual truss web and/or chord members only. Additional temporary and permanem bracing (1tA:.T'
is &Ways ragwred for slabilry and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mir
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPn Quality Criteria, DSB29 and BCSI Building Component 6904 Parka East Blvd.
Safety Information evallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tamp. FL 36610
Job Truss Truss Type otter Ply Perk Sq Hires/ Sorrento-AorC 2078
T12944458
P2078AC-T FT1 SPECIAL 1
0It
mttt rionoa wmDer, nantlw, r L. 0.1J4 s Jep to cut r mi i ex mouslnes, mc. r n Ian 1z u/.4a.ca zutd rage 1
I D:gR7GTgtGeHxJkx7yRAMor5yE Ntx-wNm02CaFNjBBX_JADP33KXnoXumSex%&CJiDHdzw9oK
2.10.t Sda6 8 2-11 70.71-0 14-11-4 163 4 181 t 8 27-7-13 2a 4-2 2727 29 10 6
2-t0.1 2 8 5 275 2-0 5 4-0-a 1 4-0 2 8 4 2$5 2$5 2$5 2•t0.1
Scale - 1.50.8
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
5x14 =
04 = 150 II US = 1.50 II 010 = 8x14 MT20HS = 4x12 = 3x8 = 1.5x4 II 3x10 = 1.5x4 II 3x10 =
1 2 3 28 27 4 5 6 7 8 28 9 1029 30 11 12 13
2x4 II 4x9 = 20 II 4x12 — 502 = 5x6 = 7x8 = 6x10 = 4x12 = 20 II 7x10 = 4x4 II
2- 1,1 586 8.211 10.11-0 13-11 0 76 3 4 78-11.8 27.7.73 24 2 27&7 29.10-0
2-10.1 2A5 2A 5 2-0S 3 0-0 2 4 4 2A-4 2-0 5 2.5 2.5 2-10.1
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL 0.0 '
BCDL 5.0
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Iner NO
Code FBC2017lrP12014
CSI.
TC 0.99
BC 1.00
WB 0.93
Matrix-S
DEFL. in (loc) Udell Led
Vert(LL) -0.26 17 >733 360
Vert(CT) -0.39 16 17 >491 240
Horz(CT) 0.01 14 n/a n/a
PLATES
MT20
MT20HS
Weight: 496 lb
GRIP
244/190
187/143
FT - 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins,
6-13: 20 SP DSS except end verticals.
BOT CHORD 2x6 SP No.1 BOT CHORD Rigid ceiling direly applied or 2-2-0 oc bracing.
WEBS 2x4 SP No.3 *Except*
7-20,7-19: 20 SP No.1
1-24,3.24,3-22,5.22,6-21,8-18,9.17,11-17,11-15,13-15: 2x4 SP NoAD
REACTIONS. (lb/size) 25-1756/0-7-4. 14=340110-7-4, 20=15805/0.7-7
Max Uplift 25=218(LC 4), 14=365(LC 5). 20=1838(1-C 8)
Max Grav 25=1756(LC 1), 14=4237(LC 2). 20=17511(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-25=1565/202, 1-2=3824/457, 2-3=-3824/457, 3-4=-4070/535, 4-5=4070/535,
5-6=591/5654, 6.7=2118/20913, 7-8=-184/1798, B-9=11159/1220, 9-10=16867/1693,
10-11=16867/1693, 11-12-98111841, 12-13=98111841, 13-14-36821338
BOT CHORD 24-25-33/257, 23-24=705/6310, 22-23=705/6310. 21-22=5654/591,
20.21-20913/2118, 19-20-11422/1111, 18-19=1798/184, 17-18=1220111159, 16-17=1488/16115, 15-16-1488/
16115, 14-15-50/567 WEBS 8-19=6491/769, 6-20=
7928/942, 7-20=11695/1241, 7-19-1200111857, 2-24=710/109, 323=5/1004, 4-22=2218/317,
5-21-5279/672, 12-15=6441105. 11-16=11/1253, 10-17=2044/294, 9-18=3888/
498, 1-24=450/3797, 3-24=2638/263, 3-22-2377/209, 5.22=1037/10322, 6-21=1681/
16197, 8-18-1370/13756, 9-17-519/6058, 11-17-251/1355, 11-15=-6692/
687, 13-15=840/9812 NOTES- 1) 3-ply truss to be
connected
together with 10d (0.131'x3") nails as follows, Top chords connected as follows: 2x4 - 1
row at 0-7-0 oc. Bottom chords connected as follows, 2x6 - 2
rows staggered at 0-6-0 oc. Webs connected as follows. 20 - 1 row
at 0-7-0 oc, Except member 20.7 2x4 - 1 row at 0-9-0 oc, member 7-19 2x4 - 1 row at 0-9-0 oc, member 2-24 20 - 1 row
at 0.9-0 oc, member 3-23 2x4 - 1 row at 0-9-0 oc, member 4-22 2x4 - 1 row at 0-9-0 oc, member 5.21 2x4 - 1 row at 0-9-0
oc, member 12-15 2x4 - 1 row at 0-9-0 oc, member 11-16 2x4 - 1 row at 0.9-0 oc, member 10-17 2x4 - 1 row at 0-9-0 oc, member 9-18
2x4 - 1 row at 0.9-0 oc, member 1-24 2x4 - 1 row at 0-9-0 oc, member 24-3 2x4 - 1 row at 0-9-0 oc, member 3-22 20 - 1 row at 0-
9-0 oc, member 22-5 2x4 - 1 row at 0-9-0 oc, member 6-21 2x4 - 1 row at 0.9-0 oc, member 18-8 20 - 1 row at 0-9.0 oc, member 9-17
2x4 - 1 row at 0-9-0 oc, member 17-11 2x4 - 1 row at 0-9-0 oc, member 1 t-15 2x4 - 1 row at 0.9-0 oc, printed copies of this document are p
member 15-13 2x4 - 1 rowat0-9-0 oc. 2) All loads are considered equally applied
to all plies, except R noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to not considered signed and sealed and ply connections have been provided to distribute
only loads noted as (F) or (B), unless otherwise indicated. the Signature must be Verified On 3) Wind ASCE 7-10; VuR=140mph (
3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL-3.Opsf; h-15ft; B= 45ft; L=3011, eave=4n; Cat. any electronic copies 11; Exp B; End., GCpi=0.18;
MWFRS (directional); Lumber DOL-1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water
ponding. CAR'WWAb0-W$ &Wgre paremeras end READ
NOTES ON ThU AND INCLUDED NITEK REFERENCE PAGE M0.7473 new 1407/1015 BEFORE USE. I=3 Design valid for use only
with MrTekm
connectors This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the budding
designer must verity the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated its to prevent
buciding of individual truss web and/or Gard members only. Additional temporary and pemianem bracing IitA4 its always required for stability and toproverscollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the L1Y5S! fabrication, storage, delivery, erection and bracing of
trusses and truss systems, sae ANSIrrPI1 Oualby Criteria, DSB49 and SCSI Building Component 6904 Parke East BMd. Safety Information available from Truss Plate Instaute.
21a N. Lee Street, Suite 312, Alexandria. VA 22314 Tamps, FL 36610
Job Truss Truss Type Oy Ply Park Sq Hms/ Sorrento-AorC 2078
Tt2944456
P2078AC-T FT1 SPECIAL 1
Job Reference (optionall
Mid -Florida Lumber, Bartow, FL. 0.130 s Sep 15 2017 MiteK Industries, Inc. Fn Jan 12 07:49:Z9 Zulu Page Z
ID:gR7GTgtGeHxJkx7yRAMor5yENlx-wNm02CaFNjBBX JADP33KXnoXumSex\*CJiDHdzW90K
NOTES-
6) N/A
7) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads.
8) ' 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.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 Ib uplift at joint 25. 365 lb uplift at joint 14 and 1838 lb uplift at joint 20.
10) Girder carries tie-in span(s): 30-0 at 0.0.0 to 7-0-0 at 7-0.0.: 7-0-0 at 22-10-8 to 3-0-0 at 29-10-8.; 27-0-0 from 7-0-0 to 17-0.0; 25-2-8 from 174).0 to 23-0-0
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 840lb down at 8-1-8, 854 Ib down at 10.1-8, 854 lb down at 11-9-8,
854 Ib down at 13-9-8, 854 lb down at 15.9-8, 854 Ib down at 17-9-8, 854 lb down at 19-9-8, 854 Ib down at 21-9-8, 654 lb down at 23-9-8, 854 Ill down at 25-9.8, 854
lb down at 27-9-8. and 169 lb down at 5-1-0, and 971 lb down at 6-1-8 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 Increase=1.00
Uniform Loads (pit)
Vert 26-28=-895, 26-30=845, 14-25=10
Concentrated Loads (lb)
Vert 14-12 20=226(B) 22=222(B) 17=226(B) 31=39(8) 32=253(B) 33=226(B) 34-226(B) 35-226(B) 36 =226(B) 37=226(B) 38=226(B) 39=226(8)
40=226(B)
Trapezoidal Loads (plf)
Vert. 1=235-to-26=345, 30=345•to-13=235
0 WARNING • verify design persmere.a and READ NOTES ON THIS AND INCLUDEDWTEK REFERENCE PAGE WF74673 rev. 1 W4015 BEFORE USE. 03
Design valid for use only with MITekS connectors This design is based only upon parameters shovm, and is for an milmdual building component, not
a truss system Before use. the building designer must verity the applicability of design parameters and property mcorporete this design into the overall
building design. Bnong indicated is to prevent bupitlng of milmduat truss web and/or chord members only. Additional temporary and permanent bracing KNeKINKisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regard" ru S
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East BNd.
Safety Information available from Truss Plate Institute. 218 N Lee Street, suite 312. Alexandria, VA 22314, Tamps. FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944457
P207SAC-T FT2 SPECIAL 1
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Jan 12 07 49:29 2018 Page 1
ID:LwgEfgAb9YkKfRKdr2TZXPzS7x,NwNm02CaFNjBBX JADP33KXnpruoweyDkCJiDHdzw9oK
3.6-14 7-0-0 10-1.6 13.2-12 16.7-14 20.2.12
3-&14 3S2 3.1.6 3.1-6 3S2 3.&14
Scale - 1:34.2
7x8 = 1.5x4 11 6x8 = 1.5x4 II 7xe = 1.5x4 11 4x8 =
2 15 3 16 17 4 18 5 19 6 7
14
II 6x14 MT20HS = 8x10 MT20KS = 7x8 = 2x4 11 6x10 =
8
II
THIS TRUSS IS NOT SYMMETRIC.
PROPER ORIENTATION IS ESSENTIAL.
3 t4 7 0 0 10-1.8 13.2-12 1f>7-14 20.2.12
3814 3S2 3.1.8 31 3- .2 3814
LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (be) I/de0 Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Veri(LL) 0.60 11-12 >399 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.88 Veri(CT) 0.82 11-12 >291 240 MT20HS 187/143
BCLL 0.0 ' Rep Stress Inv NO WB 0.89 Horz(CT) 0.07 8 n/a n/a
BCDL 5.0 Code FBC2017/rP12014 Matrix -MS Weight: 332 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP DSS 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins,
5-7: 20 SP No.2 except end verticals.
BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-" oc bracing.
WEBS 2x4 SP No.3 *Except*
1-13,7-9,3-13,59: 20 SP No.t
REACTIONS. (lb/sae) 14=4419/0.7-4, 8=2866/0-3-8
Max Uplift 14=-628(LC 4). 8=400(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-14=3963/572, 1-2=-13244/1877, 2-3-1324411877, 3-4=23032/3199, 4-5=23032/3199,
5-6=-8641/1203, 6-7=-8641/1203, 7-8-2484/355
BOT CHORD 13-14=123/855, 12-13=3388/24064, 11-12=3388/24064, 10-11 =2456/17683,
9-10=2456/17683, B-9=761530
WEBS 1-13-1821/12864, 3-11-1081/198, 4-11=1907/285, 5-11=83215596. 5-10=65/603,
7-9 =1170/8423, 2-13=766/139, 3-13=1123611591, 59=9389/1321
NOTES-
1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated.
3) Wind: ASCE 7-10; Vu11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45tt; L=2411; eave=4tt; Cat.
11; Exp B; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60
4) Provide adequate drainage to prevent water ponding.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads
7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 628 lb uplift at joint 14 and 400 lb uplift
at joint S.
9) Girder carries tie-in spen(s): 2-4-0 at 0-0-0 to 6-8-0 at 7-0-0.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 847 lb down and 122 lb up at
10-2-0, and 1888 lb down and 273 lb up at 7-0-0. and 1073 lb down and 155 lb up at 9-0-0 on top chord. The design/selection of
such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE 111,10*7477 rev. 10N5/2015 BEFORE USE.
Design valid for use only with MTelrm connectors This design Is based only upon parameters shown, and Is for an milmdual building component, not
a truss system. Before use, the building designer must vent' the applicability of design parameters and properly incorporate this design into the overall MR
building design. Bracing indicated is to prevent buckling of indmdual truss web and/or chord members only. Additional temporary and permanam bracing
is always repwred for stability and to prevent collapse wan possible personal injury and properly damage. For general guidance regarding the .O
fabrication, storage, delivery, erection and bracing of trusses and trust systems, see ANSVTP11 Quality Criteria, DS049 and BCSI Building Component 6904 Parke East Bad.
Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Nexandna, VA 22314. Tampa, FL 36610
Job Truss Truss Type 01y Ply Park Sq Hms/ Sorrento-AorC 2078
T12944457
P207SAC-T FT2 SPECIAL 1 q
Mid-Florlda Lumber, BanOW, FL.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 3-4=207, 4-7=-83, 8-14=-8
Concentrated Loads (lb)
Vert: 3-1888 4=847 17=1073
Trapezoidal Loads (plf)
Vert: 1-208-10-3=327
tl.1 Ju s Jep 10 Lu17 MI I ex Industnes. Inc. Fn Jan 1 L ur:4ld:JU Lu1B wepe L
ID:LwgElgAb9YkKiRKdr2TZXPzS7xJ.PZKoFYbt70J287uMn7alikK bl79NPTtRzRmp4zw9oJ
0 WARNING - Variry design Parsmetars and READ NOTES ON TNIS AND MCLUDED MTTEK REFERENCE PAGE MIF7477 raw. I&W*015 BEFORE USE.
Design valid for use only with MRek® connedom This design is based only upon parameters shown, and is for an individual building component. not
a tress system. Before use, the buildup designer must vent' the applicability of design parameters and properly incorporate this design into the overall
budtlup design Bracing indicated is to prevent budding of individual truss web andror chord members only. Additional temporary and permanent bracing 114'A„
is always required for stability and to prevent Collapse with possible personal injury and properly damage. For general gudance regarding the LYr f1
fabncoron, storage, delivery. erecuon and bracing of trusses and truss systems, see ANSVIPIt OwUty, Criteria, 03"ll and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate InstitNe. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tamps, FL 36810
Job Truss Truss Type Oy Py Park Sq Hms/ Sorrento-AorC 2078
T12944458
P207BAC-T FT3 FLOOR 1 1
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Jan 12 07:49:30 2018 Page 1
ID: L%VEfgAb9YkKfRKdr2TZXPzS7xJ-PZKoFYbt7OJ287uMn7aitkKBPIJ WNeLIRzRmp4zw9oJ
1-10.0
1.10.0
1 U4 = 2 1.5x4 II
Scale = 19.5
20 II 4x4 =
LOADING (psi)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
SPACING- 2-0-0
Plate Gnp DOL 1.00
Lumber DOL 1.00
Rep Stress Incr NO
Code FBC2017fTP12014
CS1.
TC 0.08
Bc 0.09
WS 0.00
Matrix -MP
DEFL. in
Vert(LL) -0.00
Vert(CT) -0.00
HOrz(CT) -0.00
loc) Well Ud
4 >999 360
4 >999 240
3 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 11 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-0 oc puffins,
BOT CHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.00 oc bracing.
REACTIONS. (Ib/size) 4=172/0.3.8, 3=177/Mechanical
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Refer to girder(s) for truss to truss connections.
2) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3.10d (0.131" X 3') nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
3) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 lb down at 0.11-4 on
bottom chord. The design/selection of such connection device(s) is the responsibility of others.
4) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (p1Q
Vert: 1-2-100, 3-4 =10
Concentrated Loads (lb)
Vert: 5=179(F)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
0 WARMNG • Varffy design paramsrars and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WF7473 rev. 1N0"013 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and Is for an individual budding componero, not
a truss system. Before use, the buildup designer must vent' the applicability of design parameters and properly incorporate this design into the overall
budding design. Bracing indicated its to prevent buckling of individual cast web and/or chord members only. Additional temporary and permanent bracing F.Wussway!required for stability and to prevent collapse with possible personal miury and property damage. For general guidance regarding theN fabrication.
storage. delivery, ereggn and bracing of lasses and trust sytlems, see ANSM11 Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd Safety
Information available from Truss Plate Institute. 216 N Lee Street, Suite 312. Alexandria, VA 22314. Tamps, FL 36610
Job Truss Truss Type ty Ply Park Sq Hms/ Sorremo-AcrC 2076
T12944459
P2078A6T FTI ROOF TRUSS 1 n
N10FItin0a Lumber, aarlaw, FL a, 139 s Nov 13 z9i i Nuiek IndusNes. mt. Fn Jan 1Z 1e.41 SZ Z910 Pape 1
ID:L"EfgAb9YkKfRKdr2TZXP2S7x,LLxU1x2NINsUMlndlmSieLEYB 2CX1gnFmuCWRIzw88z
3.4-5 6$15 I 9-11-4 I
3.4-5 3-2-9 3.4-5
20 II 4x8 =
4x4 =
2x4
Scab - 1:18.4
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 105.0
SPACING- 2-0-0
Plate Grip DOL 100
Lumber DOL 1.00
Rep Stress Ina NO
Code FBC2017/rP12014
CSI.
TC 0.72
BC 0.75
WB 0.55
Matrix -MS
DEFL. in
Vert(LL) -0.05
Ven(CT) -0.12
Horz(CT) 0.02
loc) UdeO Ud
6-7 >999 360
6-7 >995 240
5 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 109 lb FT - 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc puffins,
BOT CHORD 2x6 SP No.1 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 8=1530/0.7-4, 5=1559/0-5-8
Max Uplift 8=76(LC 4), 5=77(LC 5)
Max Grav 8-1825(LC 2), 5=2101(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=326117, 2-3-4487/161, 3-4=412/18
BOT CHORD 7-8=165/4443, 6-7=165/4443, 5-6=161/4487
WEBS 2-8=4295/154, 2-7-0H 124, 3-6=011182, 3-5=4251/150
NOTES-
1) 2-ply truss to be connected together with IOd (0.131"x3") nails as follows:
Top chords connected as follows. 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except it 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; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f1; B=4511; L=2411; eave=4ft; Cat.
II; Exp B, End., GCpi=O 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 bads.
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 76 Ile uplift at joint 8 and 77 Ile uplift at
joint 5.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 22 lb down and 1 lb up at 8-1-8,
and 773 lb down at 444, and 678 lb down at 8-1-8 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 Increase-1.00
Uniform Loads (pit)
Vert: 1-4-100, 54 =210
Concentrated Loads (lb)
Vert: 11=-46(B) 12-53(F-22, B=31)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
AWARNING - Vadry design paamaers and READ NOTES ON THIS AND INCLUDED OTEK REFERENCE CAGE a111.7473 m. 10/MDIS BEFORE USE.
Design valid for use only wait Mnek® connectors. This design Is based only upon parameters shorn, and is for an mdrvidual building component, netMRatrusssystemBeforeuse, the budding designer must veiny, the applicability of design parameters and properly mwrpome this Onginto the overallbuilding designBrocIngindicatedistopreventbucidrngofmdNldualtrussweband/or chord members only. Additional temporary and permanent bracing IIL.yI^ Is
always required for stability and to prevent collapse with possible personal mlury and property damage. For general guidance regarding the 4Yi T! fabrication,
sloneg , delivery, erenron and bracing of trussa and truss systems, see ANSVTPN Quality Criteria, OS049 and BCSI Building Component 6904 Parke East BNd. Safety
Information available from Truss plate Institute. 218 N. Lee Street, Suite 312, Almridne, VA 22314. Tampa, FL 38610
Job Truss Truss Type oty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944460
P2078AC-T J3 JACK 3 1
all
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Fri Jan 12 07:49:31 2018 Page 1
ID:LwgEfgAb9YkKlRKdr2TZXPzS7x,LUtASuCVuKRvmHTYLg5XPysKsiev63b 1 gdBKLV&w9ol
n-0-0 3-0-0
t-0-0 3.0-0
LOADING (PsT) SPACING- 2-0.0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Inv YES
BCDL 10.0 Code FBC2017/rP12014
20 11
3-0-0
a tn
CSI. DEFL. in loc) I/dell Ud
TC 0.25 Vert(LL) 0.01 4-5 999 240
BC 0.14 Verl(CT) 0.01 4-5 999 180
WB 0.00 Horz(CT) 0.01 3 n/a n/a
Matrix -MR
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD
BOT CHORD 20 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 5=195/0.8-0, 3=69/Mechanical, 4=28/Mechanical
Max Horz 5=78(LC 12)
Max Uplift 5=47(LC 12), 3=54(LC 12), 4-5(LC 12)
Max Grav 5=195(LC 1), 3=85(LC 17), 4=52(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
Scale a 1.15.7
PLATES GRIP
MT20 244/190
Weight: 12 lb FT = 20%
Structural wood sheathing directly applied or 3.0.0 oc purlins.
except end verticals.
Rigid ceiling directly applied or 10.0.0 oc bracing.
NOTES-
1) Wind, ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h-15ft; B=45111; L=24ft, eave=oft, Cat.
II, Exp B; Pan. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-0-0. Interior(1) 2-0.0 to 2-114 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 bad 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 47 lb uplift at joint 5, 54 lb uplift at joint 3
and 5 lb uplift at joint 4.
Printed copies of this document are
not considered signed and sealed and
the signature must be venfied on
any electronic copies
AWARNING- Vedly design parameters and READ NOTES ON THIS AND INCLUDEOWTEK REFERENCE PAGE 4111.7473 rev. 1,06"015 BEFORE USE. Wo
Design valid for use only with MrFek® conneclors. This design its based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the bud0ing designer must verity the applicability of design parameters and property incorporate this design Into the overall ONbuildingdesign. Bracing indicated is to prevent pudding of individual truss web and/or chord members only Additional temporary and permanent bracing
is always reghdred for stability end to prevent collapse wah possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of truass and truss systems, see ANSVTPII Quality Criteria. DS849 and BCSI Building Component 6904 Parke East Bald.
Safety Information available from Truss Plate Insiaule. 218 N Lee Street. Suite 312. Nexandna. VA 22314. Tempe. FL 3600
b Truss Truss Type oty Ply Park Sq Hms/ Sorrento-AorC 2078
rP2 T12944461
07BAC-T J7 JACK 26 1
Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MTek Industnes, Inc. Fn Jan 12 07:49 32 2018 Page 1
ID:LwgEIgAb9YkKIRKdr2TZXPzS7xJ-LyRYgEc8feZmOR2luXdmy9POD6uuM/gAvHvAuyzw9oH
1-0-0 7-0-0
1-0-0 7-0-0
3x4 =
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.70
TCDL 10.0 Lumber DOL 1.25 BC 0.54
BCLL 0.0 Rep Stress Incr YES WB 0.00
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=183/Mechanicel, 2=342/0-3.8, 4=90/Mechanical
Max Horz 2=141(LC 12)
Max Uplift 3=93(LC 12). 2=82(LC 12)
Max Grev 3=183(LC 1), 2-342(LC 1), 4=129(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Scale - 1.218
DEFL. in (loc) I/dell Ud PLATES GRIP
Vert(LL) 0.12 4-7 >679 240 MT20 244/190
Vert(CT) -0.24 4-7 >348 180
Horz(CT) 0.00 2 n/a n/a
Weight: 24 Ili FT is 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vesd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L-24ft; eave=4f1; Cat.
II; Exp B. Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-114 zone;C-C for
members and forces d MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads.
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 1d between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 3 and 82 lb uplift at
joint 2.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on .
any electronic copies
O WARNING- verity, design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 411/I.7473 rev. I&MOIS BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon perarrrsters shown, and is for an individual budding component. not
a truss system Before use, the building designer must vent' the applicability of design parameters and propel incorporate this design into the overan
budding design. Brsang indicated is to prevent buc" of uWrviEual truss web srlO/or chord members ony. Additional temporary and permanent bracing NOTisalwaysrequrredforStabilityandtopreventcollapsewithpossiblepersonlmryryandprortyDamage. For general guidance regarding tits
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVIV II Quality Criteria, DSB49 and BCSI Budding Component 69D4 Parke East Blvd.
Safety Information available from Truss Plate Insibuts. 218 N Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oy Ply Parts Sq Hmsr Sorrento•AorC 2078
T12944462
P2078AC-T J7T JACK 3 1
iall
Mid•Flonda Lumber, Barlow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fn Jan 12 07:49:32 2018 Page 1
ID LwgEfgAb9YkKIRKd2TZXPzS7xJ•LyRYgEc8fe2mOR2luXdmy9PLr6sb"AvHwtuyzw9oH
1 0 0 7-0.0
30 =
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.86
TCDL 10.0 Lumber DOL 1.25 BC 0.69
BCLL 0.0 ' Rep Stress Inv YES WB 0.00
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR
LUMBER -
TOP CHORD 2x4 SP NO-2
BOT CHORD 20 SP N0.2'Except'
3-7: 2x4 SP No.3
REACTIONS. (lb/size) 4=169/Mechanical, 2=346/0-". 5=107/Mechanical
Max Hors 2=141(LC 12)
Max Uplift 4=79(LC 12),2--"(LC 12), 5=13(LC 12)
Max Grav 4=169(LC 1), 2=346(LC 1), 5=126(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale - 1:22 9
DEFL. in (loc) Uden Ud PLATES GRIP
Verl(LL) 0.19 6 >432 240 MT20 244/190
Verl(CT) -0.32 6 >258 180
HOIz(CT) 0.16 5 We Tire
Weight- 26 lb FT - 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-9-12 of: purlins.
BOT CHORD Rigid ceiling directly applied or 6." oc bracing.
NOTES-
1) Wind ASCE 7-10, Vuh-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ri; B=45f; L-2411, eave=oft; Cat.
II, Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -14)-0 to 2-", Interior(1) 2-0-0 to 6-11-4 zone,C-C for
members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 4, 81 lb uplift at joint 2
and 13 lb uplift at joint 5.
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING - VMIy dasVn parameters and READ NOTES ON THIS AND INCLUDED WrTEK REFERENCE PAGE WF7473 rev. 1aW,2015 BEFORE USE.
Design valid for use only with MiTek® constrictors. This design is based only upon parameters shown. and is for an indn+0ual building component, not
a truss system. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall is
building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members orgy. Additional temporary and permanent bracing 11tAn
rs always required for stability and to prevent erlycollapsewithpossiblepersonalinjuryandpropdamage For general guidance regarding the KNOW fabrication,
storage, delivery, erection and bracing of trusses and truss systems, we ANSIRPII Quality Criteria, OS849 and BCSI Building Component GW4 Parke East Blvd. Safety
Information available from Trust Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314 Tamps, FL 36610
b Truss Truss Type Ply Park SitHms/ Sorrento-AorC 2078
10ty T12944463
078AC-TrP2 KJ2 JACK 1 1
Mid -Florida Lumber, Barlow, FL. 6.] 3U s 5ep 15 ZU1 A Nh I etc Industries, me. I-n San I uI:4V:33 Zu16 rage 1
I D:L"EfgAb9YkKfRKdr2TZXPzS7xJ-pB7xladmOxhdObdxSF87V Nyhl W M_az4K7xgOOPzw9oG
1 S-0 2-4-5
r
1-5-0 2-45 -
2x4 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deb Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Verl(LL) 0.00 7 999 240
TCDL 10.0 Lumber DOL 1.25 BC 0.04 Verl(CT) 0.00 7 999 180
BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(CT) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.2
REACTIONS. (lb/size) 3=44/Mechanical, 2=202/0-5.11, 4-19/Mechanical
Max Horz 2=52(LC 8)
Max Uplift 3=14(LC 8), 2=97(LC 8)
Max Grav 3=44(LC 1), 2=202(LC 1), 4=37(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Sub = 1.8.6
PLATES GRIP
MT20 244/190
Weight: 10 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing direly applied or 2-4-5 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oC bracing.
NOTES-
1) Wind. ASCE 7-10: Vub=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h-25ft, B=45ft; L=24ft; eave=oft; Cat.
II; Exp B; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 3 and 97 lb uplift at
joint 2.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 9 lb up at 1-6-12
and 3 lb down and 9 lb up at 1-6-12 on top chord, and 2 lb up at 1-6-12, and 2 lb up at 1-6-12 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, bads 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 (pm
Vert: 1-3=60, 4-5=20
Concentrated Loads (lb)
Vert: 9=4(F=2, B=2)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
AWARNING - Varfy, design parsmatars and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGEWI.7473 rev. 1MMIS BEFORE USE.
Design valid for use only with Mrek® connectors. This design is based only upon Parameters shown, and is for an individual building component, not
a truss system. Before use, the budding designer must verity the applicability of design parameters and property incorporate this design into the overall MR
build" design. Bracing indicated is to proven buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing IItA
rs always required for stability and to prevent Collapse with possible personal intury and property damage. For general guidance regarding the 3t aa
fabrication, storage, delivery, erection and bracing of trusses; and coµsynerns. see ANSVTPII Ovally Criteria, DSB-89 and SCSI Building Component 6904 Parke East Bald.
Safety information available it= Truss Plate Instnine, 218 N. Lee Street. Sure 312. Alexandria, VA 22314. Tamps, FL 36610
Job Truss Truss Type Oy Ply Park Sq Hms/ Sorrento-AorC 2078
Job
T12944464
P2078AC-T KJ3 JACK 2
Referencet
mio-rionaa LUITIDer, 11811OW, rL. 8.130 S 5ep 15 Z017 MtiTek Industries, Inc. Fn Jan 12 07.49:33 2018 Page 1
ID LwgEfgAb9YkK1RKdr2TZXPzS7xJ-p8?xtadmOxhdObdxSF8?VNyhzWK2az4K7xgOOPZW9oG
1 5 0 4-2-15
1S0 4-2.15
1.50 II
4-2-15
LOADING (psf) SPACING- 2-0.0 CS1. DEFL. in loc) I/den Ud
TOLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.01 4-5 999 240
TCDL 10.0 Lumber DOL 1.25 SC 0.16 Vert(CT) 0.02 4-5 999 180
BCLL 0.0 Rep Stress Inv NO WS 0.00 Horz(CT) 0.01 3 n/a n/a
BCDL 10.0 Code FBC2017/rP12014 Matrix -MR
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (Ib/size) 5=226/0.11-5, 3=84/Mechanical, 4=34/Mechanical
Max Horz 5=79(LC 8)
Max Uplift 5=124(LC 8), 3=73(LC 8), 4=7(LC 8)
Max Grav 5=226(LC 1). 3=84(LC 1), 4=70(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale = 1.15.4
PLATES GRIP
MT20 244/190
Weight 16 Ile FT = 20%
Structural wood sheathing directly applied or 4-2-15 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind, ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=4ft; Col.
II, Exp B, Part. End, GCpi=0.55; MWFRS (directional), Lumber DOL-1.60 plate gnp DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 5, 73 Ile uplift at joint
3 and 7 Ile uplift at joint 4.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 Ile up at 1-6-12. and 100 lb
up at 1-6-12 on top chord, and 12 lb up at 1-6-12, and 12 Ib up at 1-6-12 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
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, 4-5=20
Concentrated Loads (Ile)
Vert 6=64(F=32, B=32) 7-10(F=5, B=5)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
Q WARNING - Verfly deslpn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE W7473 rev. 10/=015 BEFORE USE
Design valid for use a* WM MITek® connectors This design Is based only upon parameters shown, and is for an individual budding componenL not
a truss system. Before use, the buildup designer must verify the applicability of design parameters and properly incorporate this design into the overall
t bun" design. Bracing indicated is to prevent buckling of individual truss Web and/or chord members only. Additional temporary and permanent bracing 11l'An
rs aWays require0 for s4bdrly and to prevent cogspse WM possible personal Injury and propeM damage. For general guidance regarding the of
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlIPI7 Quality Criteria, DSB29 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available tram Truss Plate Institute. 218 N Lee Street. Suke 312. Alexandria, VA 22314 Tampa. FL 36610
Job Truss Truss Type Oty Ply Park Sq Hms/ Sorrento-AorC 2078
T12944465
P2078AC-T KJ7 JACK 7 1
tall
Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 M7ek Industries, Inc. Fri Jan 12 07.49:34 2018 Page 1
ID:LwgEfgAb9YkKfRKdr2TZXP2S7xJ•HKZJ5weOBFpTd1870yfE 1aUpovc2JLgTMbPylzw9oF
I 1-5-0 I 5-2-5 I 9.10-13
1.5.0 52-5 4-S-S
Scab = 1.21.9
20 =
1x4 n 5
30 =
S2S
5-25
I
9.1013
4$A
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ven(LL) -0.03 6-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.43 Veri(CT) -0.07 6-7 >999 180
BCLL 0.0 Rep Stress Inv NO WB 0.36 Horz(CT) 0.01 5 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight 42 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing.
WEBS 20 SP No.3
REACTIONS. (lb/size) 4=128/Mechanical, 2-511/0-511, 5=328/Mechanical
Max Horz 2=142(LC 8)
Max Uplift 4=70(LC 8), 2=148(LC 8), 5=-69(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=775/136
BOT CHORD 2-7=2081708. 6-7=208/708
WEBS 3-7=0/275, 3-6=769/225
NOTES-
1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; End., 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 noneoncurrent 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 nit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 4, 148 lb uplift at joint
2 and 69 lb uplift at joint 5.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 lb up at
1-6-12, 3 lb down and 11 lb up at 1-6-12, 3 lb down and 44 lb up at "12. 3 lb down and 44 Ile up at 4-4-12, and 27 lb down and
77 lb up at 7-2-11, and 27 lb down and 77 lb up at 7-2-11 on top chord, and 2 lb up at 1-6-12, 2 lb up at 1.6-12, 5 lb down at
4-4-12, 5 lb down at "12, and 20 lb down at 7-2-11. and 20 lb down at 7-2-11 on bottom chord. The design/selection o1 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 (8).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Undone Loads (ptf)
Vert: 1-4-60, 5-8-20
Concentrated Loads (lb)
Vert: 13=53(F=27, B=27) 14=4(F=2, B=2) 15=1O(F=5, B=-5) 16=35(F=17, B=17)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
WARNING - Vefy daslpn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI.7473 rev. fay M15 BEFORE USE.
Design valid for use only with Mnekm connectors. This design is based only upon parameters shown, and is for an individual budding component, not
a truss system. Before use, the budding designer must verify the applicability of design parameters and property incorporate this design Into the overall
budding design. Bracing indicated is to Prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing %t'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the vvr+
fabrication, storage, delivery, erection and bracing of trusses and truss systems, ace ANSVITII Quality Crkerla, DSB49 and SCSI Building Component 69W Parke East Blvd.
Safety Information available from Truss Rate Institute, 218 N Lee Street, Sude 312. Alexandria, VA 22314. Tamps, FL 36810
Job Truss Truss Type Oty Ply Park Sq Hmsf Sorrento-AorC 2078
T12944466
P207BAC-T KJ77 SPECIAL 1 1
Job Reference (optionall
Mid -Florida Lumber, Barlow, FL. 8.130 S Sep 15 2017 MiTek Industries. Inc. Fri Jan 12 07:49:35 2018 Page 1
ID:I9EL2vgrkv4uEJUYC21FzkFng4X7h1 FfOyZxKFvmJegATao1 tZJgk2oudbF9XUHzw9oE
1-500 I 3d-2 I 6-4-11 9.10.13 I
1 5-0 3-2-2 32-9 3-6-2
40 =
3x4 or
3.2.2 6-4-11 9.10.13
3.2-2 3-2-9 3.6.2
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in hoc) War! Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Verl(LL) 0.23 3-8 521 240
TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(CT) 0.47 3-8 253 180
BCLL 0.0 ' Rep Stress Ina NO WB 0.30 Horz(CT) 0.18 6 n/a n/a
BCDL 10.0 Code FBC2017rrP12014 Matnx-MS
LUMBER -
TOP CHORD 2x4 SP DSS
SOT CHORD 2x4 SP No.2 *Except*
3-9: 2x4 SP No,3, 3-6: 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 5=70/Mechanical, 2=500/0-5-11, 6=367/Mechanical
Max Horz 2=142(LC 8)
Max Uplift 5=40(LC 8), 2=149(LC 8), 6=101(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=1015/253
BOT CHORD 3-8=312/978. 7-8=313/981
WEBS 4-8=-27/299, 4-7=1057/337
Scale = 1:21.4
PLATES GRIP
MT20 244/190
Weight 40 lb FT - 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cal.
II; Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads.
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 red between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 5, 149 lb uplift at joint
2 and 101 lb uplift at joint 6.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 Ile down and 11 lb up at
1-6-12, 3 lb down and 11 lb up at 1-6-12, and 33 lb down and 76 lb up at 7-2-11. and 33 lb down and 76 lb up at 7-2-11 on top
chord, and 2 lb up at 1-6-12. 2 lb up at 1-6-12, at 4-4-12, at 4-4-12, and 2 lb down at 7-2-11, and 2 Ile down at 7-2-11 on bottom
chord. The design/selection of such connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, bads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead ; Roof Live (balanced), Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=60, 3-5=60, 9-10-20, 3-6-20
Concentrated Loads (lb)
Vert: 14=-66(F =33, B=33) 15=4(F=2, 8=2) 17=2(F=-1, B=1) Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING - verity design panmefors and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE 11e1-7473 raw. 100"015 BEFORE USE.
INDesignvalidforuseonlywithMrrek® connectors This design is based only upon parameter shown, and is for an Individual building component. not
a truss system. Before use, the buildup designer must vent' the appYrcy abdof design parameter and property incorporare this design imo the overall building
design Bracing indicated is to prevent bucidmng of individual truss web and/or chord member only. Additional temporary and permanent bracing(ISAis shwaysregwredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the $0 fabrication.
storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, D5849 and SCSI Building Component 6904 Parke East Bald. Safety
Information available from Truss Plare Instaute. 218 N. Lee Street, Surge 312. Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hirst Sorrento-AorC 2078
T12944467
P2078AC-T M1 MONO HIP 1 1
Job Reference (optionall
MG-1-1000a Lumber, 118110w, FL. o.1Ju s bep 1u zu1l NuieK incustnes, Inc. rn,Ian tc ur 4%raa cuto rage I
ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ4X7hlFf0yZxKFwWagATaol zWyc2s)dbF9XUHzw9oE
1-8.0 3-0-0
1_84 14-0
LOADING (psf) SPACING- 2-"
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 ' Rep Stress Incr NO
BCDL 10.0 Code FBC2017/TPI2014
3 1 5x4 11
to 0 344
CSI. DEFL. in loc) Udell Ud
TC 0.41 Vert(LL) 0.01 6 999 240
BC 0.41 Ven(CT) 0.02 4-6 999 180
WB 0.06 Horz(CT) 0.00 4 TIM n/a
Matrix -MP
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No 3 BOT CHORD
REACTIONS. (lb/size) 1=796/0-3-8, 4=416/Mechanical
Max Horz 1-28(LC 8)
Max Uplift 1=192(LC 8), 4=110(LC 5)
FORCES. (Ili) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-4=298/85
Scab - 1.8.7
PLATES GRIP
MT20 244/190
Weight: 14 Ili FT = 20%
Structural wood sheathing direly applied or 3-0-0 oc puffins,
except end verticals.
Rigid ceiling directly applied or 10-0.0 oc bracing.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10, Vul1=140mph (3-second gust) Vasd=108mph, TCDL=4.2ps1; 8CDL-3.0ps1; h=251h B=45ft, L=2411, eave=oft, Cat.
11; Exp S; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 192 lb uplift at joint 1 and 110 lb uplift at
joint 4.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7 lb down and 30 Ili up at 141-0
on top chord, and 982 Ili down and 258 Ili up at 1-0-12, and 2 lb down at 14-0 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 o1 the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-2=-60, 2-3=60, 1-4=20
Concentrated Loads (Ili)
Vert, 6=982(8) 7=2(F)
Printed copies of this document are
not considered signed and sealed and
the signature must be verified on
any electronic copies
O WARNING . Vadly daargn Peremsters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 910-747S rev. faDMIS BEFORE USE.
Design valid for use only Whir Llrekib connection. This design is based only upon parameters shown. and b for on indrodual budding component, not
a truss "am. Before use. the buildmg designer must verity the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent bucldbV of indMdual truss Web andror chord members only. Additional temporary and permanent bracing
Is shvays required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regardng the
fabircown, storage, delivery, erection and bracing of trusses and truss systems, sea ANSVMi quality Criteria, OS049 and SCSI Building Component 6904 Parke East BNd
Safety Information ovallable from Truss Plate Inraduie. 218 N. Lee Street. Store 312. Nexandne. VA 22314 Tampa. FL 36610
Symbols I Numbering System I A General Safety Notes
PLATE LOCATION AND ORIENTATION
Center plate on joint unless x, y
offsets are indicated.
Dimensions are in ft-in-sixteenths.
Apply plates to both sides of truss
and fully embed teeth.
0-tilts'
I
For 4 x 2 orientation, locate
plates 0- 'het' from outside
edge of truss.
This symbol Indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20120
software or upon request.
PLATE SIZE
The first dimension is the plate
4 x 4 width measured perpendicular
to slots. Second dimension is
the length parallel to slots.
LATERAL BRACING LOCATION
Indicated by symbol shown and/or
by text in the bracing section of theroutput. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings
supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
Industry Standards:
ANSI/TPI1: National Design Specification for Metal
Plate Connected Wood Truss Construction.
DSB-89- Design Standard for Bracing.
BCSI: Building Component Safety Information,
Guide to Good Practice for Handling,
Installing & Bracing of Metal Plate
Connected Wood Trusses.
6.4-8 dimensions shown in fl-in-sixteenths
Drawings not to scale)
2 3
0
w
O
U
O
H
BOTTOM CHORDS
8 7 6 5
JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE
AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO
THE LEFT.
CHORDS AND WEBS ARE IDENTIFIED BY END JOINT
NUMBERS/LETTERS.
PRODUCT CODE APPROVALS
IMES Reports:
ESR-1311. ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind loads in the plane of the
truss unless otherwise shown.
Lumber design values are in accordance with ANSI/TPI 1
section 6.3 These truss designs rely on lumber values
established by others.
0 2012 MiTek® All Rights Reserved
MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015
Failure to Follow Could Cause Property
Damage or Personal Injury
1. Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See BCSI.
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on inadequately braced trusses.
4. Provide copies of this truss design to the budding
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSUTPI 1.
S. 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, sae, orientation and location dimensions
indicated are minimum plating requirements
12. Lumber used shall be of the species and size, and
In all respects, equal to or better than that
specked.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, it no ceiling is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not art or after truss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
16. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. Consuft with
project engineer before use.
19. Review all portions of this design (front. back, words
and pictures) before use. Reviewing pictures alone
is not sufficient.
20. Design assumes manufacture in accordance with
ANSI/TPI 1 Oualdy Criteria.
i
C
1
1
1
1
1,
FOR HEAD CLEARANCE BELOW.
FLOOR AREA FRAMED BY BLDR.
NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES.
FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED.
ALL WALLS SHOWN ARE LOAD BEARING AT 9'-4" UNLESS OTHERWISE NOTED.
O 2 - HGUS26-2 2-PLY HGRS.
d 1& 16 - HHUS46 FLR. HGRS
RECORD
APPROVED TRUSS ANCHOR BY BUILDER
BOTTOM =4x2
TOP = 4x2
TRUSS END DETAIL
APPROVED TRUSS ANCHOR BY BUILDER
PLUMB CUT OVERHANG
HEEL HEIGHT = 2 x 4
BOTTOM = 2 x 4
TOP= 2x4 /
TRUSS FNn nFTAII
ING
SP'NF0R
1 1DEPAR _ 3 5
v
o>
8
MID - FLORIDA LUMBER ACQUISITIONS
BARTOW, FLORIDA
ROOF TRUSSES I LOOR TRUSSES
TO' CHORD LIVE 20.0 ITOP CHORD LIVE 400
TO' CHORD DEAD 100 ITOP CHORD DEAD 100
LORD IPSFI
THIS TRUSS SYSTEM HIS BEEN DESIGNED WITH LORDS GENERRTEO BY 140 MPH
WINDS USING 42 PSF TOP CHORD DEMO LORD AM 30 PSF BOTTOM CHORD
DERD LORD 0 MILES FROM HU30CRNE OCERNLINE CRT 11. El?. B OiSCE 7-141
2078 - A or C IPark Square Homes
TRAY CLG. OPT
P2078AC
Sorrento - A or C
NA 19-12.171 Bmax
Le
25'- 4"
20"
1, 27'- 0"
NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES.
FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED.
APPROVED TRUSS ANCHOR BY BUILDER
BOTTOM =4x2
TOP = 4x2
2x4 Cont. Band r-\
0
TRUSS END DETAIL
o APPROVED TRUSS ANCHOR BY BUILDER
PLUMB CUT OVERHANG
HEEL HEIGHT = 2 x 4
BOTTOM = 2 x 4 2 /
TOP= 2x4 6 Pm'-
c --moo
12
TRUSS END DETAIL
0
0
N
J L 2 - HUS26 1-PLY HGRS.
MID - FLORIDA LUMBER ACQUISITIONS
BARTOW, FLORIDA
TRUSS LOADING CONDITIONS
ROOF TRUSSES FLOOR TRUSSES
P CHORD LIUE 200 ITOP CHORD LIVE. 400
100
ITOTHL LORD FSFI 400 ITOTRL LORD O'SFI 550 1
THIS TRUSS SYSTEM MS BEEN DESIGNED WITH LORDS MNERPTED BY 148 I'M
WINDS USRG 42 PSF 101' OUtD DERD LOO FIND 30 PSF BOTTOM 0011
QFb LORD 0 MILES FROM HRRRRIU E O[EFKIIE CRT. I I EXP B IFW 7.141
2078 - A or C IPark Square Homes
Sorrento - A or C
ALL WALLS SHOWN ARE LOAD BEARING AT 9'-4" UNLESS OTHERWISE NOTED. P2078AC 'L '" M
fWA 8-7-17 Bmax
RECORD COPY
City of Sanford
Building and Fire Prevention
Product Approval Specification Form
Permit # it 1 A- 1 1 3 5
Project Location Add
V1LDWN
SANFORD
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.floridabuildin-.ora.
The following information must be available on the jobsite for inspections:
1. This entire product approval form
2. A copy of the manufacturer's installation details and requirements for each product.
Category / Subcategory Manufacturer Product
Description
Florida Approval #
include decimal
1. Exterior Doors
Swinging Therma - Tru Single Door FL8871.5
Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL.15332.4
Sectional Clopay Building Products 94rr40-W4 FL15279.20
Roll U
Automatic
Other
2. Windows
Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2
Horizontal Slider
Casement
Double Hun
Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1
Awning
Pass Through
Projected
Mullions MI Windows & Doors 5764 Vedcal Alum Mullion FL 15353.2
Wind Breaker
Dual Action
Other
June 2014
Category / Subcategory Manufacturer Product
Descri tion
Florida Approval #
includin decimal
3. Panel Walls
Siding James Harding Bldg Products Hardie Panel FL13223.2
Soffits Aluminum Coils, Inc Coils / Soffits FL12194.1
Storefronts
Curtain Walls
Wall Louver
Glass block
Membrane
Greenhouse
E.P.S Composite
Panels
Other
4. Roofing Products
Asphalt Shingles IKO Industries, LTD Asphalt Shingles / Cambridge FL7006.1
Underla ments Warrior Roofing 15 and #30 Roofing Felt FL2346.1
Roofinq Fasteners
Nonstructural
Metal Roofing
Wood Shakes and
Shingles
Roofing tiles
Roofing
Insulation
Waterproofing
Built up roofing
System
Modified Bitumen
Single Ply Roof
Systems
Roofing slate
Cements/
Adhesives /
Coating
Liquid Applied
Roofing Systems
Roof Tile
adhesive
Spray Applied
Polyurethane
Roofing
E.P.S. Roof
Panels
Roof Vents
Other
June 2014
Category / Subcategory Manufacturer Product
Description
Florida Approval #
include decimal
5. Shutters
Accordion
Bahama
Colonial
Roll u
Equipment
Other
6. Skylights
Skylights
Other
7. Structural
Components
Wood Connectors /
Anchors
Truss Plates
Engineered Lumber
Railing
Coolers/Freezers
Concrete Admixtures
Precast Lintels
Insulation Forms
Plastics
Deck / Roof
Wall
Prefab Sheds
Other
8. New Exterior
Envelope Products
Applicant's Signature
Applicant's Name
Please Print)
June 2014
Florida Building Code Online Page 1 of 3
i •• Wofesfio6alt 1
ra- s fir.,_ Mf
SCIS Home ' Lop In User Registration Hot Topics I Submit Surcharge Stats d Facts { Publications FBC Stall BCIS Site Map Links I Search
gym, Product Approval
1 USER: Public User
Product Approval Menu > ProduQ or Apol,cation Search > Appiicabon Ust > Application Detail
FL # FL8871-R8
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived D
Product Manufacturer Therma-Tru Corporation
Address/Phone/Email 118 Industrial Drive
Edgerton, OH 43517
419)298-1740
rickw@rwbldgconsultants.com
Authorized Signature Vivian Wright
rickw@)rwbldgconsultants.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Exterior Doors
Subcategory Swinging Exterior Door Assemblies
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
D Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E.
the Evaluation Report
Florida License PE-43409
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2021
Validated By Ryan ). King, P.E.
R, Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
FL8871 R8 COI (b) Certificate of Independence.pdf
Standard Year
ASTM D1929 1996
ASTM D2843 1999
ASTM D635 2003
ASTM E1300 1998
ASTM E84 2000
ASTM G26 1995
TAS 201, 202, 203 1994
Florida Licensed Professional Engineer or Architect
FL8871 R8 Eauiv (b) Eouivalencv of Standards.pdf
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Florida Building Code Online Page 2 of 3
Sections from the Code
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
Method 1 Option D
10/17/2017
10/17/2017
10/19/2017
12/12/2017
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 R8 II (b) Inst 8871.1.udf
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) Eval 8871.1 odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
8871.2 b. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) -
RusGc" Series Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 (b) Inst 8871.2.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 8871.2 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.2.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and Installation instructions.
8871.3 c. "ClassicCraR" or "ClassicCraR 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 R8 II (b) Inst 8871.3.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 8871.3 for Design Pressure Ratings by FL8871 R8 AE (b) 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 "3" part numbers for these sidelites, which have been
stained or painted within six months of installation.)
8871.4 d. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with
Rustic" Series Sidelites (OXO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.4.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 8871.4 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.4.odf
specific Model and for anyi"er additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "3" part numbers for these sidelites, which have been
stained or painted within six months of installation.)
8871.5 e. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) -
Series Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.5.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 8871.5 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.5.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
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Florida Building Code Online Page 3 of 3
8871.6 f. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with
Series Sidelite (OX or XO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.6.pdf
Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.6.pdf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "I" part numbers for these sidelites, which have been
stained or painted within six months of installation.)
8871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with
Series Sidelites (OXO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 (b) Inst 8871.7.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 8871.7 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.7.Ddf
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.)
8871.8 FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) -
ssicCraft-or "ClassicCraftrR Inswing or Outswing
tic" Series
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 II (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 FL8871 R8 AE (b) Eval 8871.8.Ddf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions.
8871.9 1. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with
ClassicCraft" or "ClassicCraft Sidelites (OXXO) - Inswing or Outswing
Rustic" Series
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 (b) Inst 8871.9.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 8871.9 for Design Pressure Ratings by FL8871 R8 AE (b) Eval 8871.9.Ddf
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 ")" part numbers for these sidelites, which have been
stained or painted within six months of Installation.)
Contact Us : • 2601 Blau Stone Road. Tallahassee FL 32399 Phone: 850-487.1824
The State of Florida is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement .: Accessibility Statement :: Refund Statement
under Florida -law, email addresses are public records. If you do not want your-e-mall address released in response -to a.publk•retgrds request, do not send
electronic mall to this entity. Instead, contact the office by phone or by traditional mall. It 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 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 it you are a licensee under
Chapter 4s5, F.S., please click here .
Product Approval Accepts:
Credit Card
Safe
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THERMAITRU
41)
THERMA TRU DOORS
1 1 8 INOu6TR1AL OR., EOGERTON, OH 4351 7
SMOOTH STAR & FIBER CLASSIC
FIBERGLASS SINGLE DOOR
INSWING / OUTSWING
GENERAL NOTES rrIMPAc r
1. This product has been evaluated and 6 in compliance with the 61h Edition (2017) Florida Balding Code (FBC)
structural requirements including the 1Ugh Velocity Hurricane Zone" (HVHZ).
2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be
beyond wall dressing or stucco.
3. When used In Ihe'HVHT this product compiles vlith Section 1626 of the Florida Building Code and does not require
an Impact resistant covering.
4. When used In areas outside of the HVHr requiring wind bome debris protection, this product complies with FBC
Sections 1609.1.2 & R301.2.1.2 and does not require an Impact resistant covering. This product meets missile level V
and includes Wind Zone 4 as defined In ASTM E 1996 and FBC Sections 1609.1.2.2 3 R301.2.1.2.1.
5. For N 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 droving require further engineering analysis by a licensed
engineer or registered architect.
7. Oulswing configurations using coastal sN item 84 under active doors meet wafer Ihfiltroilon requirements for 1Mr.
8. Inswing configurations and outswing configurations using sill Item 95 under the door do not meet the water
Infiltration requirements for the imir and shall be Waited only In non -habitable areas or at habitable locations
protected by on overhang or canopy such that the angle between the edge of canopy or overhang to sill is less
than 45 degrees.
TABLE OF CONTENIS
DESCRIPTION
Typicol elevations, design essures enrol notes
DoorpaneletftDoorpaneldafls(Fiber dossic)
Horizontal post sectionsVerticalcrosssections
6 Buck and from - 2X buck masonry comhuction
7 1 kome an - I X buck masonry conMruction
8 B of Molerloh IL Components
37.75 MAK
rFRAME WIDTH
3U17MAX.
PANEL WIDTH
x =
Id
din VERALL DESIGN•PR'ESSURE PSF):
Py N' flFM@NSIO pOSI[IVE$ NEG 4i1VE:
INSWING 37.75" x 98.00" 80.0 80.0
SMOOTH
OUTSWING 37.75" x 96.50" 80.0 80.0
STAR
INSWING 37.75" x 98.00" 80.0 80.0
FIBER
OUTSWING 37.75 x 96.50" 80.0 80.0-
CLASSIC
See Sheet 8 for design pressure knitalbro.
ro N.T.S.
BY.. Dty3
er: LFS
rora Ira.:
FL-8871.5
7 —L or 8
L DETAIL A -A J b
10 DOOR ANEL cSmoothNor
00000000 42t
0000000 `l
000000000000000
0000/000
0000000 43
00000000000000a00000000 46
0000000000000000000000 O O0000000a0000000
000000000 0 ?.
00000
0000000000000000000000 28.8676OPEN
00000000
45
AREA MAX.
000000000000000000000000000000
DETAIL A•A
Panel reinforcement
INTERIOR
1 HORIZONTAL CROSS SECTION
2
EXTERIOR
4c
Nixj o oa
can
1111 8 o i
9m•
0 IL
mad12
CZ
Cw N
INTERIOR
V
41
47
1d fCCLa 19
46
45
1 INGE lE IS OOTTO RAII
2 VERTICAL CROSS SECTION
2
NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42)
en 0WS ic
LFS ;
Rem na
ra
FL-887I.5 °
a
n _L OF 8 0
r
3
64
bb 67
61
EXTERIOR 67
bl 63
OF p- ——
wo.1 l 1 1 l
L DETAIL A -A J
d0 DOO EL
T d.i
DETAIL A -A
Ponel reinforcement
TYP. 4
CORNERS
OF PANEL
llill
INTERIOR
1 HORIZONTAL CROSS SECTION
3
III Illilll
NOTE: WOOD DOOR COMPONENTS: PINE (SG - 0.421
gyp:
4.4
EXTERIOR INTERIOR
2 VERTICAL CROSS SECTION
3
gcan
111 u p .i
z°zu
m.
Rg
m a9°•afea
W li
a °oz
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SML N.T.S.
on. on OlNS m
cwc er•. LFS ;
aaeum No-.
R
m
FL-8871.5 °a
w _L or
N
Q
1-1 /r' MIl
EM 1.-1.0
1 HORIZONTAL CROSS SECTION
4 Wso approveiswing shownd - lrvmgal
INTERIOR
EXTERIOR
4 s +tee sr - +e
49
Nff
8
i o Z c{i
m C
V mD
o 0EcccZ
o
W
W =
1-1 /P MIN,
FMB. (IYP.)
N.T.S.
Or. OwS
W. LFS
RM No-
FL-8871.5
u —4— as 8
10
4K
N•:
a
O,yt i o a
E 4: INTERIOR EXTERIi'1R
rstf Ps u o iD
4••
x
g N
Z
Ca
L
za
40
9°
6CV
i oWoa
mnn`
q C 10 0 Z
Y 5 60
aEC
40 40
60 10 I id
g c Yj 60 10
g
E
o
9
v Q
EXTERIOR INTERIOR
9
EXTERIOR INTERIOR
v
m `"
3 VERTICAL CROSS SECTION&
1 VERTICAL CROSS SECTION 2 VERTICAL CROSS SECTION 5 oulsvwsg co gurotion
5 Oulswkg shown - 5 Nsown w/ M sub -buck see general notes sheet I Gl rc calso
approved I., HVHrwofer infatrarion g requirementsa
a EXTERIOR
INTERIOR EXTERIOR INTERIOR 0
a
pN 0
q0
40 INTERIOR EXTERIOR 1'
612 Z o
w 6
60 60 N 3
a 1
4
40
I" eke 2
7 3 7 10 A 60
a% i 1:
1 ON e E
err
ev—Z v' v d
v .
d
u
art:
05122108 0 v
v v v
c
o.. •
srat
N.T.S. v
O • •
v v .
o
v oUK
er. DWS m 4
VERTICAL CROSS SECTION S VERTICAL CROSS SECTION r6 VERTICAL CROSS SECTION cH, W. LFS 3 a
dawing
configuration 5 WAg configuration 5 Oulswing configuration OPAR a ,p, see
general notes, sheet t for '
HVHTwaferinfdlrotlon see
general notes, sheaf I far
woferin01ro1bn see
general notes sheet 1 Ior11VHZ'
woterinfilhalion FL-8871.5 c swn -
L or 8 O requirementsrequirementssrequirementss
GI ZSo
rw
1
TYP. HEAD s
JAMBS
h
TYP. HEAD s
E , 9 Ow
MASONRY MASONRY JAMBS
5fat n a
OPENING OPENING V a 4
ci0
o 'J a
FRAME x 2
n O n Ll
d o Y
2X BUCK-,,,.2X BUCK
a J» jai
o- a
BUCK ANCHORING HINGE JAMB FRAME ANCHORING SMXE JAMB
Mosorvy 2X buck const uclion
CONCRETE ANCHOR NOTES:
1. Concrete anchor locations of the comers may be adjusted to maintain the min.
edge distance to mortarjolnts.
2. Concrete anchor locations noted os MAX. ON CENTER'must be adjusted to
maintain the min. edge distance to mortar Joints, additional concrete anchors
may be required to ensure the MAX. ON CENTER' dimenslon ore not exceeded.
3. Concrete anchor fable:
ANCHOR ANCHOR MIN.: MIN. CLEARANCE MIN. CLEARANCE
EMBEbMENT CTO.MASONRY TO ADJACENT
E6GE ::'• :• ANCHOR . .
ITW •
1/4" 1-1/4" 2" 4"
TAPCON
ELCO o 1/4" 1.1/4" 1" 4"
ULTRACON
I
WOOD SCREW INSTALLATION NOTES:
1. Maintain a minimum 5/8" edge distance. I"end distance. 3 1"o.c. spacing of
wood screws to prevent the spli fing of wood.
HINGE DETAIL LATCH t: DEADBOLT DETAIL
ey: DWS a
rr: VS 3
rno No-.
FL-8871.5 u
a 6 or 8 a
JK
4
r!
zo 1,21
0;
HEAD
f;;
z 6TYP. g; O..:z
JAMBS 0
MASONRY 1 aw
5OPENINGmdaIn
O
CU! Or
2 0
7
17
FRAME
0
1 X BUCK 0a:
LATCH 4 DEADSOLT DETAIL
V1
0
t 3R
HINGE JAMB 3TRIKEJAMB
CONCRETE ANCHOR NOTES: FRAME ANCHORING
LU
I. Concrete anchor locations at the corners maybe cdMfed to maintain the min. Masonry I X buck construction 12
edge distance to mortarMnIL
2. Concrete anchor focallons rioted os'MAX ON CENTER'must be cdIusfed to
maintain The nft edge distance to molar Joint& oddIllonal concrete anchors
may be required to ensure the MAX. ON CENTER' dimension are not exceeded.
J. Concrete anchor table:
ANCHOR- ANCHANCHOR.
f.- CLEARANCE MIN.CLEARANCE
TO MASONRY TOADJACENT' 4YPE..'
lu 9M:qfDMEW EDGE-': asc
5/22/08 lrW
a
m fJ
TA/
CON
t
i
BILL OF MATERIALS
REM DESCRIPTION MATERIAL
A I X BUCK SG >= 0.55 WOOD
8 2X BUCK SG >= 0.55 WOOD
C MAX. 1/4' SHIM SPACE WOOD
D 1 /4" X 2-3K PFH ELCO OR ITW CONCRETE SCREW STEEL
E MASONRY - 3.000 PSI MIN. CONCRETE CONFORMING TO ACI301ORHOLLOWBLOCKCONFORMINGTOASTMC90
CONCRETE
G 3/I6" X 3-1/4" PFH ITW CONCRETE SCREW STEEL
J 1 /4" X 3-3/,('PFH ITW CONCRETE SCREW STEEL
L R 10 X 2-1 IT PFH WOOD SCREW 1.1 S' MIN. EMBEDMENT STEEL
1 INSWING ADJUSTABLE THRESHOLD IS300AJ) ALUM./WOOD
2 INSWING THRESHOLD (IS300HP5) ALUM./COMP.
3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD ISP30M) ALUM./COMP.
4 OUTSWING COASTAL THRESHOLD ALUM./WOOD
5 ' OUTSWING STANDARD THRESHOLD ALUM./WOOD
6 INSWING THRESHOLD ALUM./COMP.
7 DOOR BOTTOM SWEEP VINYL
8 JAMB PINE SG >= 0.42 WOOD
9 JAMB OAK SG >= 0.42 WOOD
10 WEATHERSTRIP FOAM
11 HINGE STEEL
010 X 3/4' PFH SCREW STEEL
A9 X 3"PFH WOOD SCREW STEEL
LATCH STRIKE PLATE STEELrJ2SECURITYSTRIKEPLATESTEEL
8 X 2-1/2"PFH SCREW STEEL
H8 X 3/4"PFH SCREW STEEL
KWIKSET SERIES PASSAGE LOCK STEEL
19 KWIKSET SERIES DEADBOLT 660 STEEL
40 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS
41 DOOR SKIN 0.072" THK. SMOOTH STAR = 6,000 PSI MIN. FIBERGLASS
42 TOP RAIL SMOOTH STAR COMP.
43 LOCK STILE SMOOTH STAR WOOD/LVL
44 HINGE STILE SMOOTH STAR WOOD
45 BOTTOM RAIL SMOOTH STAR COMP.
46 PANEL REINFORCEMENT 0.023" THK. SMOOTH STAR STEEL
47 FOAM CORE POLYURETHANE
60 FIBER CLASSIC DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS
61 DOOR SKIN 0.137" THK. FIBER CLASSIC = 6,000 PSI MIN. FIBERGLASS
62 TOP RAIL FIBER CLASSIC COMP.
63 LOCK STILE FIBER CLASSIC WOOD/LVL
64 HINGE STILE FIBER CLASSIC WOOD
65 BOTTOM RAIL FIBER CLASSIC COMP.
66 PANEL REINFORCEMENT 0.023' THK, FIBER CLASSIC STEEL
67 FOAM CORE POLYURETHANE
4.56'
e 1EAD t SIDEIEADtSIDE
Jomb
1 THRESHOLD
kv*v adpntoble
SJIT
THRESHOLD
hwwhg sell-cepm
5.75'
Q
5 1HRESHOLDOubW*V slondard
2 THRESHOLD
hasp adjustable
4
RESHOLD
Oulswing coastal
r 5.83'
T-
4 10 OLO
MAX. DESIGN PRESSURE _ +/- 50 PSF
i
4K
0
9
Z G10,
o mZ
a o•Z{
E w
Z$ O V
g 9 nmnonTW
CZ
0d
Q:
0§
srui:
N.T.S. mrt
or DWS cxc
er: VS FL-
8871.5 r
8 or-!
Florida Building Code Online Page I of 6
mom11-
SCIS Home t Log In User Registration Hot Topics Submit Surcharge Stan 6 Facts E Publications FBC Stag k BCIS Site Map Unks Search j
a
r i-"o"ProductApprovalUSER: Public Userdbp
Product Approval Menu > ProduR or AODlicatlon Search > Application Ust > Application Detail
9
FL # FL15279-R5
Application Type Revision
Code Version 2017
Application Status Approved
Comments reapply 11/28/17
Archived Ej
Product Manufacturer Clopay Building Products Company
Address/Phone/Email 8585 Duke Blvd.
Mason, OH 45040
513) 770-6062
mwesterf'ield@clopay.com
Authorized Signature Scott Hamilton
shamiltonoclopay. com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Exterior Doors
Subcategory Sectional Exterior Door Assemblies
Compliance Method Certification Mark or Listing
Certification Agency intertek Testing Services NA, Inc.
Validated By Gary Pfuehler
Validation Checklist - Hardcopy Received
Referenced Standard and Year (of Standard) Standard Year
ANSI/DASMA 108 2005
ANSI/DASMA 115 2005
ASTM E1886 2002
ASTM E1996 2002
ASTM E330 2002
Equivalence of Product Standards
Certified By Florida Ucensed Professional Engineer or Architect
FL 1 S279 RS Eauiv 20170809 - FBC - DASMA 108 eauiv.Ddf
FLIS279 R5 Eauiv 20170809 - FBC - DASMA US eauiv.Ddf
Product Approval Method Method 1 Option A
Date Submitted 08/10/2017
Date Validated 11/29/2017
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Florida Building Code Online Page 2 of 6
Date Pending FBC Approval
Date Approved 12/05/2017
Summary of Products
Go to Page = a 0 a Page 1/ 8 0 0
FL # Model, Number or Name Description
15279.1 001 W3-09 DSIE-1A171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.;
2051, 2053, 4050, 4051, 4053, 62, interior skin 29 ga. min.) 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
Approved for use outside HVHZ: Yes
FL15279 R5 C CAC Letter with proof of contract and oroof
of inspection.pdf
Impact Resistant: N/A FLIS279 R5 C CAC W3 Listmp Intertek.odf
Design Pressure: +20 PSF/-20 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 RS 11 101655-Revl2.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:
15279.2 002 W3-09 DSIE-1A471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated
GR1SP, GD1LP, GR1LP, ARiSP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
AR1LP, ED1SP, ED1LP, 4132, 2132, Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door
6132, SFC38, MFC38
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLIS279 R5 C CAC Letter with proof of contract and proof
of inspection.odfApproved.for use outside HVHZ: Yes
Impact Resistant: N/A FLIS279 R5 C CAC W3 Listing Intertek.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 FLIS279 R5 II 103952-Rev0l.pdf
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.3 003 W3-09 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.;
9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
HDPL13, 7130, 7131, 7133, 8130, WINDCODE® W3 Garage Door
8131, 8133
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 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 FL15279 RS 11 104175-Rev0l.pdf
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.4 004 W3-16 DSIE-1A171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.;
2051, 2053, 4050, 4051, 4053, 62, interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide)
64, 65, 62G, 62LG, 64G, SDP38, WINDCODE® W3 Garage Door
SFL38, SRP38, 134, 135, 136,
6130, 6131, 6133
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLIS279 RS C CAC Letter with proof of contract and proof
of mspection.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek.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 R5 II 101820-Revl3.odf
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windbome Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.5
https://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 2/1/2018
Florida Building Code Online Page 3 of 6
005 W3-16 DSIE-1A471: GD1SP, Gallery/Artistry/Expressions: 1-3/8' Double -skin Insulated
GR1SP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
AR1LP, ED1SP, ED1LP, 4132, 2132, Double -Car (9'2" up to 16'0" wide) WINDCODE® W3 Garage
6132, SFC38, MFC38 I Door
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other. The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windbome
debris regions (ref 1609.1.4 FBC).
15279.6 006 W3-16 DSIU-1A171: 9130,
9131, 9133, HDP13, HDPF13,
HDPL13, 7130, 7131, 7233, 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 windbome
debris regions (ref 1609.1.4 FBC).
15279.7
148B,SSS,4RST,6RST,4RSF,6RSF
007 W3-16 PAN-2F153: 73, 1500,
75, 190, 84A, 94, 42, 48, 55, 42B,
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 windbome
debris regions (ref 1609.1.4 FBC).
15279.8 008 W4-09 DSIE-1FI71: 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: +28 PSF/-29 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of insoection.odf
FL15279 RS C CAC W3 Listino Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLI5279 R5 II 104028-ReV01 Ddf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Double -skin Insulated PUR (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
WINDCODE® W3 Garage Door
Certification Agency Certificate
FLI5279 R5 C CAC Letter with proof of contract and proof
of insoection.odf
FLI5279 R5 C CAC W3 Listing Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 RS II 104168-Rev0l.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide)
WINDCODE® W3 Garage Door
Certification Agency Certificate
FLI5279 R5 C CAC Letter with proof of contract and proof
of inspection.odf
FL15279 RS C CAC W3 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 RS II 101308-Rev12.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 ga. min.) Single -Car (up to 9'0" wide)
WINDCODM W4 Garage Door
Certification Agency Certificate
FL15279 RS C CAC Letter with proof of contract and proof
of msoection.Ddf
FL15279 RS C CAC W4 Listing Intertek.Ddf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 RS II 101652-B-Rev1I.Ddf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.9 009 W4-09 DSIE-11`471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS
GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single-
AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODE® W4 Garage Door
HDGC, 6202, SFC68, MFI
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 RS C CAC Letter with proof of contract and proof
Approved for use outside HVHZ: Yes of insaection.Ddf
Impact Resistant: No FLI5279 RS C CAC W4 Listing Intertek.odf
Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date
Other: The standard glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
FLI5279 R5 II 103969-B-Rev02.pdf
https://www.floridabuilding.ortz/t) r_app_dtl.aspx?param=wGEVXQWtDgv;yVVKJZ1Q... 2/1/2018
Florida Building Code Online Page 4 of 6
DOES NOT meet the impact resistant requirement for Verified By: Intertek Testing Services NA, Inc.
windborne debris regions. Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.10
FHDPJL20, 09 DSIU-1F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.;
203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
7200, 7201, 7203, 8200, WINDCODE® W4 Garage Door
203
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +28 PSF/-29 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES'
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.odf
FLIS279 R5 C CAC W4 Listing Intertek.Ddf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 II 104183-RevOl.pdf
Verified By: Intertek Testing'Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.11 011 W4-09 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.;
Ridge/Brookstone interior skin 279a. min.) with Overlay Single -Car (up to 9'0"
wide) WINDCODE® W4 Garage Door
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +28 PSF/-29 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windbome
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FL15279 RS C CAC Letter with proof of contract and proof
of insoection.pdf
FL15279 R5 C CAC W4 Listing Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 RS 1I 104456-Rev0l.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.12 012 W4-09 PAN-2F151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide)
75, 190, 84A, 94, 76, 42, 48, 55, WINDCODE® W4 Garage Door
42B, 48B, 555, 4RST, 6RST, 4RSF,
6RSF, 2RST, GOSS, GDSSV, GRSS,
GRSSV, ARSS, ARSSV, EDSS,
EDSSV
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +25 PSF/-32 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
15279.13 013 W4-09 PAN-2F441: G4S, GS4,
G4L, GL4, GD4S, GD4L, GR4S,
GR4L, G4SV, GS4V, G4LV, GL4V,
GD4SV, GD4LV, GR4SV, GR4LV,
E4S, E4L, ED4S, ED4L, E4SV, E4LV,
ED4SV, ED4LV, SS4, SL4, AR4S,
AR4L, SS4V., SL4V, ARASV; AR4LV
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +25 PSF/-32 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the -building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
Certification Agency Certificate
FL35279 RS C CAC Letter with proof of contract and proof
of inspection.Ddf
FLIS279 R5 C CAC W4 Listino Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 it 300159-8-Revl6.odf
Venfied By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single -
Car (up to 9'0" wide) WINDCODE® W4 Garage Door
Certification Agency Certificate
FLIS279 R5 C CAC Letter with proof of contract and proof
of inspection.pdf
FL15279 R5 C CAC W4 Listing Intertek.Ddf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 II 103486-B-RevOS.odf
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://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1 Q... 2/1/2018
Florida Building Code Online Page 3 of 6
005 W3-16 DSIE-1A471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated
GR1SP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
AR1LP, ED1SP, ED1LP, 4132, 2132, Double -Car (9'2" up to 16'0" wide) WINDCODE® W3 Garage
6132, SFC38, MFC38 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).
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.pdf
FLIS279 R5 C CAC W3 Listino Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 RS II 104028-Rev0l.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.6 006 W3-16 DSIU-1A171: 9130,
9131, 9133, HDP13, HDPF13,
HDPL13, 7130, 7131, 7133, 8130,
8131, 8133
Double -skin Insulated PUR (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
WINDCODE® W3 Garage Door
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 RS C CAC Letter with proof of contract and proof
of inspection.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W3 Listing Intertek.odf
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 FLIS279 R5 II 104168-Rev0l.pdf
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windbome Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.7 '
148B,SSS,4RST,6RST,4RSF,6RSF
007 W3-16 PAN-2F153: 73, 1S00,
75, 190, 84A, 94, 42, 48, 55, 42B,
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 windbome
debris regions (ref 1609.1.4 FBC).
15279.8 008 W4-09 DSIE-11`171: 4300,
4301, 4310, 4400, 4401, HDG,
HDGL, HDGF, 66, 66G, 67, 67G,
68, SP200, 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: +28 PSF/-29 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide)
WINDCODE® W3 Garage Door
Certification Agency Certificate
FL35279 R5 C CAC Letter with proof of contract and proof
of inspection.odf
FL15279 RS C CAC W3 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 RS II 101308-Revl2.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
2" Double -skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
WINDCODE® W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.pdf I
FL15279 RS C CAC W4 Listing Intertek.Ddf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 11 101652-B-Revll.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.9 009 W4-09 DSIE-1F471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS
GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single-
AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODE® W4 Garage Door
HDGC, 6202, SPC68, MFC68
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL35279 R5 C CAC Letter with proof of contract and proof
Approved for use outside HVHZ: Yes of msoection.Ddf
Impact Resistant: No FL15279 R5 C CAC W4 Listing Intertek.odf
Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date
Other: The standard glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
FLIS279 R5 11 103969-B-Rev02.odf
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 2/l/2018
Florida Building Code Online Page 4 of 6
DOES NOT meet the impact resistant requirement for Verified By: Intertek Testing Services NA, Inc.
windborne debris regions. Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.10 010 W4-09 DSIU-11`171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.;
9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
HDPL20, 7200, 7201, 7203, 8200, WINDCODE® W4 Garage Door
8201,8203
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +28 PSF/-29 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.11 I011 W4-09 DSIUO-lK479: Canyon
Ridge/Brookstone
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +28 PSF/-29 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
ofinspection.Ddf
FL15279 RS C CAC W4 Listing Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15270 R5 II 104183-Rev0l.pdf
Verified By: Intertek Testing'Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Double Skin Insulated PUR (exterior skin 27 ga. min.;
interior skin 27ga. min.) with Overlay Single -Car (up to 9'0"
wide) WINDCODE® W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with oroof of contract and proof
ofinspecbon.pdf
FL15279 R5 C CAC W4 Lisbno Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 II 104456-RevOl.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.12 012 W4-09 PAN-2F151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide)
75, 190, 84A, 94, 76, 42, 48, 55, WINDCODE® W4 Garage Door
428, 48B, 55S, 4RST, 6RST, 4RSF,
6RSF, 2RST, GOSS, GD5SV, GRSS,
GR5SV, ARSS, ARSSV, EDSS,
ED5SV
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +25 PSF/-32 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
15279.13 013 W4-09 PAN-2F441: G4S, GS4,
G4L, GL4, GD4S, GD4L, GR4S,
GR4L, G4SV, GS4V, G4LV, GL4V,
GD4SV, GD4LV, GR4SV, GR4LV,
E4S, E4L, ENS, ED4L, E4SV, E4LV,
ED4SV, ED4LV, SS4, SL4, AR4S,
AR4L, SS4V., SL4V, ARASV; AR4LV
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +25 PSF/-32 PSF
Other. The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
ofinspection.pdf
FL15279 R5 C CAC W4 Listinb Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 II 300159-B-Revl6.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single -
Car (up to 9'0" wide) WINDCODE® W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
ofinspection.pdf
FL15279 R5 C CAC W4 Listmo Intertek.Ddf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 II 103486-B-RevO8.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://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 Q... 2/1 /2018
Florida Building Code Online Page 5 of 6
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25 PSF/-32 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.15 015 W4-16 DSIE-1F171:4300,
4301, 4310, 4400, 4401, 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/-25.5 PSF
Other. The standard glazing available for this product
meets the wind load requirements of the budding code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
15279.16 016 W4-16 DSIE-1F471: 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. +25.5 PSF/-25.5 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
Certification Agency Certificate
FLIS279 R5 C CAC Letter with proof of contract and proof
of inspection.pdf
FL15279 R5 C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 11 103549-RevO6.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
2" Double -skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
WINDCODE® W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.odf
FL15279 RS C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 101481-B-Rev13.Ddf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS
exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -
Car (9'2" up to 16'0" wide) WINDCODE® W4 Garage Door
Certification Agency Certificate
FLIS279 R5 C CAC Letter with proof of contract and proof
of insoection.pdf
FLIS279 RS C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
OS/21/2028
Installation Instructions
FLIS279 R5 II 104029-S-Rev03.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.17 017 W4-16 DSIEO-IF479:
Coachman/Settlers/Affinity
Double Skin Insulated EPS (exterior skin 27 ga. min.;
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 FLI5279 R5 C CAC Letter with proof of contract and proof
of inspection.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 RS C CAC W4 Listing Intertek.odf
Design Pressure: +25 PSF/-25 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 II 103046-RevO7.pdf
windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windbome Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.18 018 W4-16 DSIU-1F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.;
9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
HDPL20, 7200, 7201, 7203, 8200, WINDCODEO W4 Garage Door
8201, 8203
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes .•
Impact Resistant: N/A
FLIS279 R5 C CAC Letter with proof of contract and proof
of inspection.pdf
FLIS279S279 R5 C CAC W4 Listing Intertek.odf
Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
FLIS279S279 R5 II 104169-RevOl.Ddf
Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windbome Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yWKJZ1 Q... 2/1/2018
Florida Building Code Online Page 6 of 6
15279.19 019 W4-16 DSIUO-11<479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.;
Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (9'2" to126'0"wide) WINDCODE® W4 Garage Door
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25.5 PSF/-25.5 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the Impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.pdf
FL15279 R5 C CAC W4 Listino Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 RS II 104457-Rev02.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.20 020 W4-16 PAN-2F153: 73, 1500, Steel Pan (min. 2S ga.) Double -Car (9'2" to 16'0" wide)
75, 190, 84A, 94, 42, 48, 55, WINDCODE®-W4 Garage Door
4RST, 6RST, 4RSF, 6RSF, GOSS,
GD5SV, GRSS, GRSSV, ARSS,
ARSSV, EDSS, EDSSV
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: No
Design Pressure: +24 PSF/-24.5 PSF
Other: The standard glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions.
Go to Page =
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of hnsoection.odf
FL15279 R5 C CAC W4 Listing Intertek.Ddf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279- R5 II 101711-B-RevI5,Ddf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Back Hert
ii 0 Pagel/80 0
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487.2824
The State of Flonda is an WEED employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement
Under Florida law, email addresses are public records. It you do not want your e-mail address released in response to a Public -records request do not send
eleCWnic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please Contact 850.487.1395. -Pursuant to
Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, 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 determine If you area licensee under
Chapter 455, F.S., please click here .
Product Approval Accepts:
M99 F Cns EM
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Florida Building Code Online Page 1 of 4
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Product ADDroyal Menu > ProduR or Aoohcatlon Search > Application List > 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
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
MI Windows and Doors
650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext2560
bsitlinger@miwd.com
Brent Sitlinger
bsitlinger@miwd.com
Category 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 Year
AAMA 506 2011
AAMA/WDMA/CSA 101/I.S.2/A440 2008
AAMA/WDMA/CSA 101/I.S.2/A440 2011
Equivalence of Product Standards
Certified By
Product Approval Method Method 1 Option A
Date Submitted 01/15/2018
Date Validated 01/15/2018
Date Pending FBC Approval
Date Approved 01/21/2018
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6B... 2/l /2018
Florida Building Code Online Page 2 of 4
Summary of Products
FL tf Model, Number or Name Description
17499.1 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact
4).Ddf
Impact Resistant: Yes
Design Pressure: +55/-55
FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact (5)
Done.odf
Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Flanae) Impact
3).DdfbeddedinPecora896sealant.
FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impact
4).Ddf
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
FL17499 R3 II 08-02545B.Ddf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513321B-3.pdf
Created by Independent Third Party: Yes
17499.2 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC APC(13361)E1726.01-109-47-RO 185
SH(FLG waiver).pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) (11).odf
FL17499 R3 C CAC MI Windows - 185 SH (Fin) (12).DdfDesignPressure: +60/-60
FL17499 R3 C CAC MI Windows - 185 SH (Flange) Other: R-PG60
10).odf
Quality Assurance Contract Expiration Date
10/08/2018
Installation Instructions
FL17499 R3 II 08-02549B.pdf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513327B-4.pdf
Created by Independent Third Party: Yes
17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC APC(13363)E1729.01-109-47-RO 185
SH (FLG waiver).DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No
Design Pressure: +60/-60
FL17499 R3 C CAC MI Windows - 18S SH (Fin) (13).odf
FL17499 R3 C CAC MI Windows - 185 SH (Fin) (14).Ddf
FL17499 R3 C CAC MI Windows - 185 SH (FlannelOther: R-PG60*
11). Ddf
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
FL17499 R3 I] 08-02550B.odf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513328B-S.Ddf
Created by Independent Third Party: Yes
17499.4 185 SH 36x71 Fin, Finless, Flange Frame IG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC APC H0462.01-109-47-RO 185 SH
042522).odfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No Quality Assurance Contract Expiration Date
Design Pressure: +60/-67 04/25/2022
Other: R-PG60* Installation Instructions
FL17499 R3 11 08-03163.pdf
Verified By: Luis R. Lomas, PE PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 514082.pdf
Created by Independent Third Party: Yes
17499.5 185 SH 52x72 Fin/Flange Frame IG/SG Impact Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact
2).DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) Impact
https://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgtCUGgvjQiz6B... 2/1/2018
Florida Building Code Online Page 3 of 4
Design Pressure: +55/-55 3).odf
Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impact
2).odfbeddedinPecora896sealant.
FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impact
51. Ddf
Quality Assurance Contract Expiration Date
10/10/2018
Installation Instructions
FL17499 R3 II 08-02544B-I.pdf
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 51332OB-1.Ddf
Created by Independent Third Party: Yes
17499.6 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ:'No FL17499 R3 C CAC APC(13362)E1725.01-109-47-RO 185
SH(FLG waiver)5-BIG 1-8A 52 1-8X84 R60(100918).odfApprovedforuseoutsideHVHZ: Yes
FL17499 R3 C CAC MI Windows - 185 SH (Fin) (10).odfImpactResistant: No
FL17499 R3 C CAC MI Windows - 185 SH (Fin) (9).DdfDesignPressure: +60/-60
FL17499 R3 C CAC MI Windows - 185 SH (Flange) (9).DdfOther: R-PG60
Quality Assurance Contract Expiration Date
10/09/2018
Installation Instructions
FL17499 R3 11 08-02546B-2.Ddf
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513322E-2.odf
Created by Independent Third Party: Yes
17499.7 185 Triple SH 111x72 Fin Frame IG/SG Single Hung 110x72 Flange Frame
IG/SG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH Triple (Fin)
Approved for use outside HVHZ: Yes 3).Ddf
Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Triple (Fin)
Design Pressure: +50/-50 4).Ddf
Other: R-PG50' FL17499 R3 C CAC MI Windows - 185 SH Triple (Flange)
3).Ddf
FL17499 R3 C CAC MI Windows - 185 SH Triple (Flange)
4).Ddf
Quality Assurance Contract Expiration Date
10/20/2018
Installation Instructions
FL17499 R3 II 08-02548B.pdf
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513324B-6.odf
Created by Independent Third Party: Yes
17499.8 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 105x72 Flange Frame
IG/SG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin)
Approved for use outside HVHZ: Yes 3).odf
Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin)
Design Pressure: +45/-45 4).odf
Other: R-PG45 FL17499 R3 C CAC MI Windows - 185 SH Twin (Flange)
31.Ddf
FL17499 R3 C CAC MI Windows - 185 SH Twin (Flange)
4).Ddf
Quality Assurance Contract Expiration Date
10/20/2018
Installation Instructions
FL17499 R3 II 08-02547B-7.pdf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513323B-7.odf
Created by Independent Third Party: Yes
Back Nest
Contact us : • 2601 Blair Stone Road, Tallahassee FL 32399 Phone: SSo-487.1824
The State of Florida B an AAMEO employer. Copyright 2007.2013 State of Flonda. •: Privacy Statement :: Accessibility Statement :: Refund Statement
https://www. floridabuilding. org/prlpr_app_dtl. aspx?param=wGEVXQwtDgtCUGgvj Qiz6B... 2/ 1 /2018
Florida Building Code Online Page 4 of 4
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mall to this entity Instead, contact the office by phone or by traditional mad. If you have any questions, please contact 850.487.2395. -Pursuant to
Section 455.275(1), Fionda 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 determine If you are a licensee under
Chapter 455, F.S., please click h=
Product Approval Accepts:
goKeen
Seilerits"nLT. Kici https://
www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6B... 2/1 /2018
NOTES•
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REQUIREMENTS OF THE FLORIDA BUILDING CODE.
2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL.
4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE
ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED
INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO
MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL,
5, WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY
FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY
BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH
MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS.
6 WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED
COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF
THE ARCHITECT OR ENGINEER OF RECORD.
7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS
PROVIDED.
S. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REOUIREO AT
EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR
GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4
9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE
OF SUSTAINING APPLICABLE LOADS.
10 WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
I1. FRAME MATERIAL: EXTRUDED RIGID PVC.
12. UNITS MUST BE GLAZED PER ASTM E1300-04/09, SEE SHEET 11 FOR GLASS DETAILS.
13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WINO BORNE
DEBRIS REGIONS.
14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE H8 WOOD SCREWS
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE,
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
REVISIONS ..
I REV I OESCRIPIION I DATE I APPROVED
A I REVISED ANCHOR SPACING & CHARTS 107/11/16 I R.L. '
8 REVISED GLASS 10/02/17 R.L.
15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO
SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2
1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND
INSTALLATION DETAILS
17.FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF
DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND
STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION
DETAILS.
18. ALL FASTENERS TO BE CORROSION RESISTANT.
19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD: MINIMUM SPECIFIC GRAVITY OF G-0.42
B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2.000 PSI.
C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2.000PSI MINIMUM.
D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSI OR
ALUMINUM 6063-T5 FU-30KSI .048" THICK MINIMUM
I TABLE OF CONTENTS 1
SHEET NO. I DESCRIPTION
1 I NOTES
2 - 3 ELEVATIONS
4 - 10 INSTALLATION DETAILS
SIGNED: 1211412017
AND LLCMIWINDOWS650 1a IIL0/////
WET RET STREET J\5 E NS8 9d, GRATZ. PA 17030-0370 v; •VG
f1 0 5SERIES185ALUMINUMSINGLEHUNGWINDOW
52" X 72" NON -IMPACT
NOTES STATES OF
F•;°(OR10;• ORAMN: arc NO. REv
N.G. 08-0022549 B OWA
Luis R. Lomas P.E.
FL NO.: 62514
w¢ NTS 12/29/14 1 OF 11/111
L.ROGERrOLauSP.E.
1432 NVOOFORD RD LEWlSVILLE MC 27Mn434-M-0609 i0omas@&A Spf com
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FR
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52' MAX FRAME WIDTH
2" MAX r 16" MAX O.C. 2" MAX 2' MAX
L
16'
O.C.
2" T_
4X
ME
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0MAX
rf 4
52' MAX FRAME WIDTH
16" MAX O.C. 2" MAX
2
16' on
O.C.
72" 1-
MAX
FRAME
HEIGHT
4
X
185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW DESIGNER EXTERIOR VIEW
FLANGES FINLESS INSTALLATION FLANGES FINLESS INSTALLATION
SEE CHART / I FOR SMALLER UNITS REOU/REO ANCHORS SEE CHART f I FOR SMALLER UNITS REOU/REO ANCHORS
DESIGN PRESSURE RATING IMPACT RATING
t60.OPSF NONE
MI WINDOWS AND DOORS, LLC
NOTES: 650 WEST MARKET STREET
1. MAXIMUM SASH SIZE. 51" X 36". GRATZ. PA 17030-0370
2. MAXIMUM SASH O.LO.: 47 5/8" X 32 1/2".
3. MAXIMUM FIXED O.L O : 49 3/8" X 32 1/2', SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —IMPACT
FLANGE do FINLESS ELEVATIONS
DRAW* owc w.
N.G. 08-02549
HARDWARE SCHEDULE
SCALE NTS 12/29/14 s'w2 OF 11
P) METAL SWEEP LOCK AT 8' FROM EACH END INTERIOR MEETING RAIL
L ROBERrOLOMASP.E.
1432 WOOOFORO RO LEWISVILLE, NC 27023
2) BLOCK AND TACKLE BALANCE AT JAMBS 434•66a-0609 lAwM5@sl*M&w cam
RVISIORS
REV OESCRWMH DATE APPROVED
A REVISED ANCHOR SPACING 8: CHARTS 07/11/16 RL
8 1 REVISED GLASS 10/02/17 1 RL
CHART #I
Number of anchor locations required
Frame Frams Wld1h (In)
Height 18.00 24.00 J0.00 1 , , J6.00 12.00 48.00 1 52.00
In) Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb
24.00 2 3 3 3 3 3 0 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
12.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4
18.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4
54400 2 5 3 5 3 5 3 5 4 5 4 5 4 5
60.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5
66.00 2 5 3 5 3 5 3 5 4 5 4 5 1 4 1 5
72.00 2 6 3 6 3 6 3 6 4 6 4 6 1 4 1 6
SIGNED: 1211412017
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10"
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52' MAX FRAME WIDTH
10" MAX O.C.
72"
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HEIGHT . F/
REMIONS
REV OESCRV MN eAIE APPROKO
A REASEO ANCHOR SPACING h CHARTS 07/11/16 rR L
2" MAX8 REVISED GLASS 10/02/17 L.
CHART#2
Number of anchor locations required
Frame Frame Width In
Height 18.00 24.00 30.00 36.00 1 42.001 48.00 52.00
In) H 6 S Jamb H d S Jamb H 6 S Jamb H d S Jamb H 6 S Jamb H 6 S Jamb H 6 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 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 5 6 5 6 5
4&00 3 6 3 6 4 6 5 6 5 6 6 6 6 6
4.00 3 6 3 6 4 6 5. 6 5 6 6 6 6 6
60.00 3 7 3 7 4 7 7 5 7 6 7 6 7
66.00 3 8 3 8 4 8 5 8 5 8 6 8 6 8
72.00 3 8 3 8 4 8 5 8 5 B 6 8 6 8
I 1 '
185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW EXTERIOR VIEW
FIN INSTALLATION FIN INSTALLATION
SEE CHART d2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART I2 FOR SMALLER UNITS REQUIRED ANCHORS
DESIGN PRESSURE RATING IMPACT RATING
t60.OPSF NONE
NOTES:
I MAXIMUM SASH SIZE: 51" X 36".
2 MAXIMUM SASH O.L.O.: 47 5/8" X 32 1/2".
3. MAXIMUM FIXED O.L.O.: 49 3/8" X 32 1/2".
HARDWARES
METAL SWEEP LOCK AT 8' FROM
BLOCK AND TACKLE BALANCE AT
SIGNED: 1211412017
MI WINDOWS MNDEDOORDOORS, LLC IFLEltoWEST
GRATZ, PA 17030-0370
J
v,•\G NSA J
SERIES 185 ALUMINUM SINGLE HUNG WINDOW z k;'jl(10 5 *~
52" X 72" NON —IMPACT
FIN ELEVATIONS A , STATE OF i '
O4ORIOP• DRAW
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a1E 50022549NTS12/29/14 3 OF 11
L. R06ERTO LOWS P.E.
1432 WOODFORD RO LEMSVILLE. NG 27023 Luis R. Lomas P.E.
FL No.: 62514434-eea-0609 441r1ur Oelamaspe Co.
RENSSOM '
1/2" MIN REV OESCRWnDN
EDGE DISTANCE
A REVISED ANOHOR SPACING k CHARTS
WOOD FRAMING
OR 2X BUCK B REVISED CU155
BY OTHERS
1 1 /4" MIN.
BEOMENT
BACKER ROD
APPROVED 1/4' MAX
SEALANT SHIM SPACE
1 MIN,
MENTIIIII # 10 WOOD SCREW EMBBEDED
INTERIOR
1
1/2"
MIN
EDGE
DISTANCE
10 WOOD
SCREW /
WOOD FRAMING J/
OR 2X BUCKEXTERIORNBYOTHERS
BACKER ROD
k APPROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
BY OTHERS
VERTICAL CROSS SECTION
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
SEALANT
1/4" MAX.
SHIM SPACE
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH AS TM E2112
1 /4" MAX.
SHIM SPACE
INTERIOR
BACKER ROD
do APPROVED EXTERIOR
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
DATE 4PPRMW
07/11/16 R L.
10/02/17 R L.
SIGNED: 1211412017
MI DOOR LLC II I1li
650DWEST MARKETD E,T S 0
9,pi
GRATZ.
PA 17030-0370 r •GENS SERIES
185 ALUMINUM SINGLE HUNG WINDOW 0 X
72" NON —IMPACT INSTALLATION
DETAILS T OP`52"
yaFLANGE
DRAW
OB
B SS/OIIIA1110 G\`\ Luis
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No.: 62514 s
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RMERTOLOM4SRE. 14M
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REV OESCRIPIION BATE APPROVED
A REVISED ANCHOR SPACING do CHARTS 07/11/16 R.L.
0 REVISED GLASS 10/02/17 R.L.
1/4" MAX.
SHIM SPACE
10 SMS OR
SELF DRILLING
SCREW
ly10 SMS OR INTERIORINTERIORSELFDRILLING
SCREWS
1
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EDGE
DISTANCE
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METAL
EXTERIOR STRUCTURE BACKER ROD
BY OTHERS & APPROVED
I
SEALANT
I11L JAMB INSTALLATION DETAIL
Id METAL STRUCTURE INSTALLATION
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
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SEALANT 1/4" MAX
F SHIM SPACE
METAL
STRUCTURE
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ. PA 17030-0370
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —IMPACT
FLANGE INSTALLATION DETAILS
NOTES: DRAW. owwc No
I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, N.G. 08-02549
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE sr4l NTS 0AlE 12/29/14 1 SNEEI55 OF 11
DESIGNEO IN ACCOROANCE WITH ASTM E2112 1. Rp9ERT0 LOADS P.E
143214000FOR0 RO LEIVISVILLE. NC 27023
434-m-OW9 dbmaS@wbnwvv ox"
SIGNED: 1211412017
f t1 I li
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Luis R. Lomas P.E.
FL No.: 62514
RE S10"s
2 1/ MIN.
EDGE DISTANCE
REV oEscRmnoN are AvvaovEo
A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L.
CONCRETE/MASONRY
BY OTHERS B REVISED CU155 10/02/17 R.L.°
1 1/4" 'MIN.
OPTIONAL IX BUCK a EMBEDMENT 1 1/4" MIN.
SEE NOTES 3 — 7 X,
4
r
EMBEDMENT
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INTERIOR AND EXTERIOR FINISHES. BY OTHERS, BACKER
ROO APPROVED NOTSHOWNFORCLARITY.
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PERIMETER AND JOINT SEALANT BY OTHERS TO BE SEALANT
SEALANT DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 12/14/2017 OPTIONAL
IX BUCK 1/4" MAX. .. MI WINDOWS AND DOORS, LLC I1111111ii, SEE
NOTE 3 — 7 SHEET
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No.: 62514 434,srra,OW9
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD
APPROVED
SEALANT
BACKER ROD
APPROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
BY OTHERS
1/2" MIN
EDGE DISTANCE
1/4" MAX.
IHIM SPACE
10 WOOD SCREW
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
SEALANT
1/4" MAX.
SHIM SPACE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
1 1/4" MIN.
EMBEDMENT
1_
1/2"
MIN
EDGE
DISTANCE
g10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
NENSIONS
REv OESCRWMW M1E I APPRMW
A REVISED ANCHOR SPACING & CHARTS 07/I I/I6 R.L.
B REVISED GLASS 10/02/ 17 R L.
1/4" MAX.
SHIM SPACE
INTERIOR
EXTERIOR
BACKER ROO
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ. PA 17030-0370
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON —IMPACT
FINLESS INSTALLATION DETAILS
DRAWN DW6 NO.
f
08-02549NTSDA'E 12/29/14 '7 OF 11
L.ROBERTO LOU4S P.E.
14M WOODFORD RD LEWISVILLE. AC 27029
4344N-0609 Ab.As@&bMSp* o
SIGNED: 1211412017
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OPTIONAL IX BUCK / •a • e'
EMBEDMENT
SEE NOTES 3 — 7
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1 1/4' MIN.
EMBEDMENT
CONCRETE/MASONRY
BY OTHERS
3/16" TAPCON
REVISIONS
REV OESCRPTION DATE MPROVEO
A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L.
0 REVISED GLASS 10/02/17 1 R.I.
OPTIONAL IX BUCK
SEE NOTES 3 — 7
SHEET 1
1/4" MAX.
SHIM SPACE
INTERIOR
2 qlME
DISTANCE •
EXTERIOR
J- BACKER ROD
k APPROVED
SEALANT
JAMB INSTALLATION DETAIL
CONCRETE41ASONRY INSTALLATION
SILL TO BE SET
BACKER R00
APPROVED
IN A BED OF
APPROVED
NOTES:
I. INTERIOR AND EMRIORFINISHES, BYOTHERS, SEALANT
STRUCTURAL
SEALANT
NOT
SHOWN FOR CLARITY. 2.
PERIMETER AND JOINT SEALANT SY OTHERS TO BE OPTIONAL
1X BUCK 1/4• MAX DESIGNED
IN ACCORDANCE WITH ASTM E2112 SEE
NOTE 3 — 7 SHIM SPACE SIGNED:
1211412017 SHEET
1 MI
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HOODFORD RD LEMSV4LE. NC 27023 Luis R. Lomas P.E. 4J43C!•
0609 fOomas®EMTatpe eom FL No.: 62514
APPROVED
SEALANT
BE FIN
I
7/16" MIN j
EDGE DISTANCE
1 1/4' MIN.
EMBEDMENT
8 WOOD SCREW
WOOD
FRAMING
BY OTHERS
1/4" MAX.
SHIM SPACE
REV61016
REV DESCRIPTION WE I APPROVED
A REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L.
0 REVISED GLASS 10/02/17 1 R.L.
11 WOOD FRAMING
1/4' MAX
BY OTHERS 1 SHIM SPACE
INTERIOR #
8 WOOD SCREW
INTERIOR
t 1/a'
MIN.
EMBEDMENT
I
APPROVED
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II III EDGE DISTANCE r
7/16- MIN
EDGE DISTANCE
APPROVED
SEALANT
BEHIND FIN
CMOCvmr..
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES:
1/4- MAX
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
SHIM SPACE
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TOBE
DESIGNED IN ACCORDANCE WITH ASTM E2112
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
WOOD GRATZ. PA 17030-0370
FRAMING
BY OTHERS SERIES 185 ALUMINUM SINGLE HUNG WINDOW
52" X 72" NON -IMPACT
FIN INSTALLATION DETAILS
DRAWN: arc NO.
N.G. 08-02549
SCAU NTS I DATE 12/29/14 1 SHEET 10 OF 11
L ROSERTO LOINS P.E.
14M WOOOFORD RO LEWISVILLE. NC 27023
434-M-0609 Abmas®KRnaV@m
SIGNED: 12/14/2017
fo
5
TAT E OF ;".2,
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Fs;:c ORlO;
Luis R. Lomas P.E.
FL No.: 62514
METAL
STRUCTURE
BY OTHERS
APPROVED
SEALANT
1/2" MIN
EDGE DISTANCE
1/4" MAX
SHIM SPACE
10 SMS OR
SELF DRILLING
SCREW
INTERIOR
EXTERIOR
BACKER ROC
do APPROVEC
SEALANT
METAL
STRUCTURE
BY OTHERS
VERTICAL CROSS SECTION
METAL STRUCTURE IIJSTALLATION
NOTES:
I. INTERIOR AND EXTERIOR FINISHES. BYOTHERS.
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED W ACCORDANCE WITH ASTM E2112
SILL TO BE SET
NABED OF APPROVED
STRUCTURAL
SEALANT
1/
4" MAX. SHIM
SPACE REV4gNS
REV
DESCRIPTION OAIE I APPROK0 A
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REVISED GLASS 10/02/17 R.L. 1 /
4" MAX. SHIM
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10 SMS OR I INTERIOR SELF
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1/
2' -- MIN.
EDGE
DISTANCE
1
EXTERIOR METAL
BACKER ROD STRUCTURE
EE APPROVED BY
OTHERS SEALANT JAMB
INSTALLATION DETAIL METAL
STRUCTURE INSTALLATION MI
WINDOWS AND DOORS, LLC 650
WEST MARKET STREET GRATZ,
PA • 17030-0370 SERIES
185 ALUMINUM SINGLE HUNG WINDOW 52"
X 72" NON -IMPACT FINLESS
INSTALLATION DETAILS DRAW
OWC No N.
G. 1 08-02549 r
TS JOATr 12/29/14 ISH1118 OF 11 L
RMERTOLOMASRE. W
WOODFORD RO LEMSVXLE NC 2M23 4344M.
0509 dbmw AbmuPrcml SIGNED:
1211412017 NN
JR I IL
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TATE OF
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10RV0' N N e i
7SS
ONAj1EaG` Luis R.
Lomas P.E. FL No.:
62514
2 3/16'
13/I6"
FLANGE FRAME HEAD
CM-I8501
ALUMINUM 606.7-T5.050' THICK
2 5/ 16' —
3 3/8"
Lf---4
FLANGE FRAME SILL
CM-16502
ALUMINUM 6063-T5.055' THICK
1 7/8'
2
3I/
16'
1
FLANGE FRAME JAMB
CM•18503
ALUMINUM 6063-TS 050' THICK
FINLESS FRAME SILL
CM•18554
ALUMINUM 6063-T5.055' THICK
2 3/16' —I
5/16'
1
FINLESS FRAME HEAD
CM•18553
ALUMINUM 6063•T5.050' THICK
2 5/16" —1
3 3/4"
FIN FRAME SILL
CM-18509
ALUMINUM 6063•T5.055' THICK
1 3
2 3/16"
FINLESS FRAME JAMB
CM-18513
ALUMINUM 6063•T5.050' THICK
2 3/16' ]
2 Fqj
FIN FRAME HEAD
CM-18508
ALUMINUM 6063-T5.050' THICK
1 7/16' 2 3/8"
1 5/8' — 1 1 /8"
2 5/16" FF 2 3/16" _j
13/4" 2
L
LOCK RAIUSTILE SASH BOTTOM RAIL MEETING RAIL FIN FRAME JAMB
CM•18505 CM•18555 CM•18504
CM•18510
ALUMINUM 6063•T5.062'THICK ALUMINUM6063•T5.0THICK ALUMINUM 6063•T5.055'THICK
ALUM/NUM6067•T5 050'TH/CK
50'
I RV I OESCRPIION I are I APPROVED
I A I REVISED ANCHOR SPACING & CHARTS 107/11/16 I R.L. '
8 REVISED GLASS 10/02/17 RL.
5/8"
1/8' ANN. — 1/8" ANN.
1/8" ANN.
090 PVB BY KURARAY
METAL REINFORCED
BUTYL SPACER
EXTERIOR
1 INTERIOR
1/2" BITE SEALANT
SETTING BLOCK
GLAZING DETAIL
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC 1a 11L0,,// 1 3/8'
gyp/
650
GRATZ.SPA 17030 0370RKETSTREETS
SERIES 185 ALUMINUM SINGLE HUNG WINDOW
PACT52" xCOMPO
1" 4 15/16" 06126
EECOMPONENTSTATOF
GLAZING BEAD SASH STILE 5.c•• F P,•
Q:
0R10FsORAwNtnvGN0.
08 02549
REV
B
CM-18535 CM-18507
RIGID PVC 050' THICK ALUMINUM 6063-T5.050' THICK SNCALGC NTS « 12/29/14 11 OF 11
Luis R. Lomas P.E.
FL No.: 62514
L. ROBERTO LOMAS P E.
1432 WOODFORD RO LEMSVILLE. NC 2702J
434.6M-M9 Wwm
Florida Building Code Online Page 1 of 3
Iti
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USER: Public User
Product Approval Menu > Product or Aooli[atlon Search > Application Ust > ApDIIoHon Detail
FL # FL15349-R9
Application Type Revision
Code Version 2017
Application Status Approved
Approved by DBPR. Approvals by DBPR shall be reviewed and ratified
by the POC and/or the Commission if necessary.
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Certification Agency
Validated By
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
n
MI Windows and Doors
650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext2560
bsitlinger@miwd.com
Brent Sitlinger
bsitlinger@miwd.com
Windows
Fixed
Certification Mark or Usting
American Architectural Manufacturers Association
Steven M. Unch, PE
2 Validation Checklist - Hardcopy Received
Standard Year
AAMA 506 2011
AAMA/WDMA/CSA 101/I.S. 2/A440 2008
Method 1 Option A
12/31/2017
12/31/2017
01/04/2018
https://www.floridabuilding. org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 1 /31 /2018
Florida Building Code Online Page 2 of 3
FL # I Model, Number or Name Description
15349.1 1 185 PW 73 x 72 Insulated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R9 C CAC APC 12786.odf
Approved for use outside HVHZ: Yes FL15349 R9 C CAC APC 12787.odf
Impact Resistant: No Quality Assurance Contract Expiration Date
Design Pressure. +60/-60 04/03/2018
Other: CW-PG60 Installation Instructions
FL15349 R9 II 08-02357B.odf
Verified By: Luis R. Lomas, PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15349 R9 AE 513124B.Ddf
Created by Independent Third Party: Yes
15349.2 185 PW 159 x 54 Triple CHS Insulated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R9 C CAC APC 15350.Ddf
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: No 01/24/2021
Design Pressure: +55/-55 Installation Instructions
Other: R-PG55 FL15349 R9 II 08-02949.odf
Verified By: Luis R. Lomas, PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL15349 R9 AE 513783.odf
Created by Independent Third Party: Yes
15349.3 185 PW Impact 72 x 72 Insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15349 R9 C CAC APC 15454.odf
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 FLIS349 R9 II 08-02948.odf
consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514
annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes
was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports
FL15349 R9 AE 513782.Ddf
Created by Independent Third Party: Yes
15349.4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLIS349 R9 C CAC APC 8272.odf
Approved for use outside HVHZ: Yes FL15349 R9 C CAC APC 8273.odf
Impact Resistant: Yes Quality Assurance Contract Expiration Date
Design Pressure: +55/-55 01/24/2021
Other: FW-R55, Missile Level D, Wind Zone 3. Glass Installation Instructions
consisted of 1/8" annealed exterior - spacer - 3/32" FL15349 R9 II 08-01614B.odf
annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62514
bedded in Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes
Evaluation Reports
FL15349 R9 AE 512278B.odf
Created by Independent Third Party: Yes
15349.5 185 PW Impact 96 x 60 Insulated Laminated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLIS349 R9 C CAC APC 7962.odf
Approved for use.outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: Yes 12/05/2020
Design Pressure: +55/-55 Installation Instructions
Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R9 II 08-01613B.odf
consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514
annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by independent Third Party: Yes
was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports
FLIS349 R9 AE 512277B.Ddf
Created by Independent Third Party: Yes
Back Next
Contact tK : • 760, Stair Stone Road. Tallahassee FL 32399 Phone: 950J87-1524
The State of Flonda is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement
https://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWl... 1/3 1 /2018
Florida Building Code Online Page 3 of 3
Under Fonda 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 mall to this entity. Instead, Contact the office by phone or by tradltional mall. If you have any questions, please Contact 850.487.1395. -Pursuant to
Section 4SS.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F S. must provide the Department with an email address If
they have one The 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 dick here .
Product Approval Accepts:
009®® 9M
Credd Card.
Safe
https://www.floridabuilding.org/pr/pr app._dtl.aspx?param=wGEVXQwtDgtH8572gvdW1... 1/31/2018
NOTES:
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REQUIREMENTS OF THE FLORIDA BUILDING CODE
2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL.
4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2* WINDOW UNITS MUST BE
ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED
INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO
MASONRY. CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL.
5. WHERE WOOD BUCK THICKNESS IS 1-1/2- OR GREATER. BUCK SHALL BE SECURELY
FASTENED TO MASONRY. CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY
BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH
MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS.
6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED
COATING OR MEMBRANE: -SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF
THE ARCHITECT OR ENGINEER OF RECORD.
7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS
PROVIDED.
8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT
EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16- OR
GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4".
9. SHIMS SHALL BE LOCATED. APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE
OF SUSTAINING APPLICABLE LOADS.
10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5.
12. UNITS MUST BE GLAZED PER ASTM E1300-04/09.
13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE
DEBRIS REGIONS.
14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE e6 WOOD. SCREWS
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE.
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
DESCRV WN NMTE APPROVED
REVISED INSTALLATION DEVILS 06/01/15 R.L.
REVISED NAME AND ADDRESS 10/27/16 R.L.
15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR IX BUCK USE #10 WOOD
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO
SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
16.FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/I6- TAPCONS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2
1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND
INSTALLATION DETAILS.
17.FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF
DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND
STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION
DETAILS.
18. ALL FASTENERS TO BE CORROSION RESISTANT.
19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD: MINIMUM SPECIFIC GRAVITY OF G-0.42
B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2.000 PSI.
C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm-2.000PSI MINIMUM.
D. METAL STRUCTURE: STEEL 18GA (.048') FY=33KSI/FU-52KSI OR
ALUMINUM 6063—T5 FU-30KSI .048' THICK MINIMUM
20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS
SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN
IN SHEET 2.
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*. 0" No. NEV
SHEET N0. DESCRIPTION J.L. 08-02357 B
1 I NOTES 101 NTS O"E 09/03/14 1 '""1 OF 12
2 — 3 ELEVATIONS. CHARTS AND GLAZING DETAILS
4 — 12 INSTALLATION DETAILS
L. ROIIERTO LOMAS P.E.
1432 INOWFORD RD LEMSVILLE. NC 27023
4344W-06" .o0mS@&bM&wc0m
SIGNED: 11/15/2016
to
GENSF •d+
10; STA E OF N ems`
aOR `'taG\
III
Luis R. Lomas P.E.
FL No.: 62514
72 1/2" MAX FRAME WIDTH
6" MAX --r I$- MAX O.C. 6" MAX
L
MAX O.C.
71 1/2-
MAX
FRAME
HEIGHT
L _
j
REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW
P I & 02 EXTERIOR VIEW
FOR NUMBER OF •
ANCHORS REQUIRED
72 1/2" MAX FRAME WIDTH
6" MAX - 18" MAX U.C. -
6" MAX
71 1/2- 18
MAX MAX D.C.
FRAME T
HEIGHT
j j
REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
11 do #2 EXTERIOR VIEW
FOR NUMBER OF
ANCHORS REQUIRED
DESIGN PRESSURE RATING IMPACT RATING
t60.0PSF NONE
NOTES:
1. MAXIMUM D.L.O.: 69 3/4' X 68 3(4'
REVISIONS
DESCRIPTION DALE APPRUVM
REVISED INSTALLATION DETAILS 06/01/15 R.L.
REVISED NAME AND ADDRESS 1 10/27/16 R.L.
CHART NI
Number of anchors required ftvilhout rigid rollers)
Frame Frame w4d46 (In)
Height 24.00 30.00 30.00 42.00 46.00 4.00 60.00 1 66.00 72.50
in) H6S mb HSS amb HAS Jamb HAS amb HAS Iamb HAS amb HAS Jamb HAS Jamb His Jamb
24.00 2 L. 2 2 3 2 3 1 2 3 2 4 2 4 2 4 2 5 2
3000 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 S 2
30.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 S 3 5 3
4L00 2 3 2 3 3 3 3 7 3 3 4 3 5 3 5 3 6 3
46.00 2 3 2 3 3 3 J 3 3 3 3 S 3 6 3 6 3
54.00 2 4 2 4 3 4 J 4 3 4. 4 4 5 4 6 4 7 4
60.00 2 4 2 4 3 4 3 S 3 5 4 5 S S 6 5 7 5
66.00 2 4 2 4 3 5 J S 3 6 6 S 6 6 6 7 6
71.60 2 S 2 S J 5 J 6 3 8 7 5 7 6 7 7 7
CHART e9
Number of anchors required (Wllh rigid fillers)
Frame Frame wldlh (In)
Height 24.00 30.00 3600 42.00 46.00 SI.00 60.00 1 66.00 7L50
in) HAS Famb HAS Jaab LAS Imb His Jamb HAS Jamb HAS mb HAS Jamb His amb H65 Jamb
24.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2
JO 00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2
36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3
42.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 7
46.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3
4.00 2 4 2 J 4 3 3 4 4 4 4 4 5 4
Sao* 2 2 4 3 J 4 7 4 4 4 4 4 5 4
66.00 2 4 J 3 3 4 4 4 4 4 5
71.60 2 5 2 S J S 3 5 3 5 S 4 5 4 S 1 S S
SEE SHEETS 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: DRC NO.
J.L. 08-02357
VALE NTS I DATE 09/03/14 1 S'w2 OF 12
L R06ERTO LOMAS P E.
1432 WO00FORD RD LEWISVXLE. NC 27023
434-666.0609 dLxw@*bm&w.00m
SIGNED: 1111512016
R
1 I
t o4 ////iJq
GENSE' J,
r
Ik
PTATPOF rv
i0'
oFS
Luis R. Lomas P.E.
FL No.: 62514
71
I
FF
Hi
6 MAX
72 1/2- MAX FRAME WIDTH
Eri—r 18' MAX O.C. •
18
MAX O.C.
1/2"
IAX
IGHTIGH y
6" MAX
REFER TO CHART #3 -_,,-_
ER/ES 185 ALUMINUM FIXED WINDOW
FOR NUMBER OF
EXTERIOR VIEW
ANCHORS REQUIRED
72 1/2" MAX FRAME WIDTH
6" MAX 18" MAX O.C. 6" MAX
18
MAX O.C.
71 1/2"
MAX
FRAME
HEIGHT
REFER TO CHART e3
FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
ANCHORS REQUIRED EXTERIOR VIEW
DESIGN PRESSURE RATING IMPACT RATING
t60.0PSF NONE
NOTES:
1, MAXIMUM D.L.O.. 69 9/I' X 66 yI'
REWsnRs ,
REV OESa.6P110N DAIS I APPROVED
A REVISED INSTALLATION DETAILS 06/01/15 ILL
8 REVISED NAME AND ADDRESS 10/27/16 R.L
CHART83
Number of anchors required (fin Insialledon
Frama width (in)
21.00
30T33
00 62.00 II.00 5a.00 00.00 66.00 72.50
in)HAS amb His amb HAS Pam HAS amb HAS amb H65 amb HAS amb H65 ambF(
Ight
J J J 1 1 J 1 7 S 5 7 6 J
1 J 1 1 J 5 3 s J e 7
3 3 1 7 1 3 5 5 7 6
42.00] 131111411S 1S1 61
Q.00 11 1 1 11115 151 61
51.00 1 J 1 1 1 1 1 1 1 5 1 5 1. 6 1
i0.00] S J S 1 5 1 5 1 S 5 5 5 5 6 5
i6003 5 7 5 1 5 1 5 1 S S S S S 6 S
71.603 6 7 6 1 6 1 6 1 6 5 6 5 6 6 e
SEE SHEET 6 FOR INSTALLATION DETAILS
MI WINDOWS AND DOORS, LLC
650 W. MARKFT ST.
GRATZ, PA 1 030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
FIN ELEVATION & CHART
DRAW 0e0 R0.
J.L. 08-02357
sr NTS DA'E 09/03/14 S'w3 OF 12
L R08ERTO LOADS P E.
1432 WOODFORD RD LEMSVXLE, ANC 27023
431.666-0609 MDnws®h4masp.ean
SIGNED: 11/15/2016
0 6 *=
TOF ;eve
ZORIOP
Luis R. Lomas P.E.
FL No.: 62514
1/2" MIN.
EDGE DISTANCE
WOOD FRAMING 1 1 /4" MIN.
OR 2X BUCK EMBEDMENT
BY OTHERS
I/4" MAX.
BACKER ROD SHIM SPACE
k APPROVED
SEALANT
g10 WOOD SCREW
EXTERIOR
INTERIOR
10 WOOD SCREW
RIGID FILLER
BACKER ROD
do APPROVED 1/4" MAX.
SEALANT F SHIM SPACE
WOOD FRAMING 1 1/4" MIN
OR 2X BUCK EMBEDMENTBYOTHERS
1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN. 1/4" MAX.
EMBEDMENT I SHIM SPACE
1/2" MIN.
EDGE DISTANCE
INTERIOR
I
10 WOOD
SCREW
WOOD FRAMING EXTERIOR
OR 2X BUCK
BACKER R00BYOTHERS
do APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
METAL
STRUCTURE
BY OTHERS
BACKER ROD
do APPROVED
SEALANT
EXTERIOR
BACKER ROD —
APPROVED
SEALANT
METAL -
STRUCTURE
BY OTHERS
3/4" MIN.
EDGE DISTANCE
r
3/4" MIN
I EDGE DISTANCE
1 /4" MAX.
8 r SHIM SPACE
10 SMS OR
SELF DRILLING
SCREW
INTERIOR
10 SMS OR
SELF DRILLING
SCREW
RIGID FILLER
1 /4" MAX.
SHIM SPACE
d
3/4" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
1 /4" MAX.
r SHIM SPACE
INTERIOR
10 SMS OR
SELF DRILLING
SCREWS
METAL lp;k
fEXTERIOR
STRUCTURE BACKER ROD
BY OTHERS do APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
RCVISgNS '•
REV OESCRIVW" DATE I AMMOVEO
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
0 REVISED NAME AND ADDRESS 10/27/16 R.L.
NOTES:
I INTERIOR AND EXTERIOR FINISHES. BY OTHERS.
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH AS TM E2112
SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW tk• 0y6 51
73" X 72" NON —IMPACT
FINLESS INSTALLATION DETAILS WITHOUT FILLERS gip' STATE OF
i/.P
S
F(
pR10 . •, \\ DRAWN: Dvw NO. REv
08 e s,°rypil`•`. WAU NTS o'TE 09/03/14 5"EE'47 OF 12
L.ROSERTOLOMASPE.
1472 WVOOFORD RD LEWLSV4.LE. NC 27023
Luis R. Lomas P.E.
FL No.: 62514A9.6a1-OM IOXMLWWb Spsmm
REv610R5 I
REV OESCROTOR I CAFE APPRWEO
2 1/2" MIN.
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 R.L.
CONCRETE/MASONRY
BY OTHERS
1 I/4" MIN.
1 1/4" MIN. EMBEDMENT
OPTIONAL IX BUCK EMBEDMENTSEENOTES3 — 7
SHEET 1
CONCRETE/MASONRY
BACKER R00 1/4• MAX, BY OTHERS 1/4" MAX.
if APPROVED SHIM SPACE SHIM SPACE
SEALANT OPTIONAL 1X BUCK
SEE NOTES 3 - 7
SHEET I
3/16' TAPCON
EXTERIOR INTERIOR 3/ 16" TAPCON INTERIOR
3/I6" TAPCON
BACKER ROD
h APPROVED
SEALANT
1 MAX. 2 1
OPTIONAL 1X BUCK SHIMM SPACE MINN..
SEE NOTE 3 — 7 EDGE
SHEET I DISTANCE EXTERIOR
CONCRETE/MASONRY BACKEq ROD
BY OTHERS 1 1/4" MIN.
APPROVED
SEALANT
EMBEDMENT
a•' . JAMB INSTALLATION DETAIL
CONCRETEANASONRY INSTALLATION
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETE/MASONRY INSTALLATION
SIGNED: 11/15/2016
MI WIND DOORS, LLCoWw. MNDK 5
GRATZ. PA 17030 GENSF d+%
NOTES. SERIES 185 ALUMINUM FIXED WINDOW o 5 • *
I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. 73" X 72" NON —IMPACT t• 02
jNOTSHOWNFORCLARITY. FINLESS INSTALLATION DETAILS WITHUT FILLERS
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112 DRAW* 7No REv
08 SOE2E357 e i/S ONASCALEarENTS09/03/14 5 OF 12
L RMRr0LOM4SP.E
II32 WOODFORD RD LEWISVXLE, NC 27023 Luis R. Lomas P.E.
FL No.: 62514
IN6ts-0609 dbmn &Uma;ps oom
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD
APPROVED
SEALANT
EXTERIOR
BACKER ROD
APPROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
BY OTHERS
1/2" MIN.
EDGE DISTANCE
1 1/4' MIN.
r EMBEDMENT
1/4' MAX.
SHIM SPACE
RIGID FILLER
10 WOOD SCREW
INTERIOR
10 WOOD SCREW
RIGID FILLER
1/4' MAX.
SHIM SPACE
MIN.
EMBEDMENT
1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN. 1/4" MAX.
EMBEDMENT I SHIM SPACE
J f
RIGID FILLER
1/2" MIN.
EDGE DISTANCE
I INTERIOR
10 WOOD
SCREW
WOOD FRAMING EXTERIOR
OR 2X BUCK BACKER RODBYOTHERS &
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
METAL
STRUCTURE
BY OTHERS
BACKER ROD
APPROVED
SEALANT
EXTERIOR
BACKER ROD
APPROVED
SEALANT
METAL
STRUCTURE
BY OTHERS
3/4' MIN.
EDGE DISTANCE
r
3/4" MIN
I EDGE DISTANCE
1/4" MAX.
8 r SHIM SPACE
f:::::'_ RIGID FILLER
10 SMS OR
SELF DRILLING
SCREW
INTERIOR
10 SMS OR
SELF DRILLING
SCREW
RIGID FILLER
1/4' MAX,
SHIM SPACE
F'
3/4' MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
1/4- MAX.
r SHIM SPACE
RIGID FILLER
INTERIOR
J10 SMS OR
SELF DRILLING
SCREWS
EXTERIOR
METAL
STRUCTURE BACKER ROD
BY OTHERS APPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
KNISONs
REV OESCRWION CATS I NWROVEO
A REVISEO INSTALLATION DETAILS 06/01/15 1 R.L.
B REVISED NAME AND AOORESS 1 10/27/16 IRL
NOTES:
1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY
2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SIGNED: 1111512016
MI WINDOWS DOORS, LLC 5 F II`
0. MARKETMA
GRATZ, PA 17030 VGENS 1P
SERIES 185 ALUMINUM FIXEO WINDOW oy6126
73" X 72" NON -IMPACT
FINLESS INSTALLATION DETAILS WITH RIGID FILLERS TATE OF
omwN• owc No. REV tt`s:CORI Q: G`
08 502E357 B A
SCALE aTENTS 09/03/14 6 OF 12 11E\
L. ROBERTO LOMAS P.E.
1432 WOOOFORO RD LEWISVILLE. NC 27023
Luis R. Lomos P.E.
FL No.: 62514434.6m-mn t stbmm
MMSIONS
REV VESCROMON OAIE APPROVIM
2 1/2 MIN.
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L.
CONCRETE/MASONRY
BY OTHERS
1 1/4" MIN.
1 1/4" MIN.
EMBEDMENT
OPTIONAL IX BUCK EMBEDMENTSEENOTES3 — 7
SHEET 1
CONCRETES ASONRY
BACKER ROD 1/4" MAX, OTHERS 1/4- MAX.
APPROVED SHIM SPACE SHIM SPACE
SEALANT OPTIONAL IX BUCK
RIGID FILLER SEE NOTES 3 — 7
RIGID FILLERSHEET1
3/16" TAPCON
EXTERIOR INTERIOR 3/ 16- TAPCON INTERIOR
3/16" TAPCON
BACKER R00
APPROVED RIGID FILLER
SEALANT
1/4" MAX 2 1/2"
OPTIONAL 1X BUCK SHIM SPACE MIN.
SEE NOTE 3 - 7
SHEET I DISTANCE EXTERIOR
CONCRETE/MASONRY BACKER ROD
BY OTHERS e 1 1/4" MIN. NTOVEO
4.
a
EMBEDMENT
IAMB INSTALLATION DETAIL
e • •
a
CONCRETE/MASONRYINSTALLATION
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRET&MASONRY INSTALLATION
NOTES:
I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2 PERIMETER AND JOINT SEALANT BYOTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON —IMPACT
FINLESS INSTALLATION DETAILS WITH RIGID FILLERS
DRAWN: OWG N0. REv
J.L. 08-02357 B
sriT NTS °A1E 09/03/14U7 OF 12
L. ROSERTO LOMAS RE
14M W 7ODFORD RD LEYNSVILLE, NC 27023
434488.O 09 ,Oamts®%bnvspe.
SIGNED: 1111512016
s R to
0 55
o (TTAATe{'rE O ev
Luis R. Lomas P.E.
FL No.: 62514
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD h
APPROVED SEALANT
BEHIND FLANGE
1/2" MIN
EDGE DISTANCE
1 1/4' MIN.
EMBEDMENT
1/4' MAX.
SHIM SPACE
10 WOOD SCREW
EXTERIOR
INTERIOR
10 WOOD SCREW
RIGID FILLER
BACKER ROD do
APPROVED SEALANT 1/4" MAX
BEHIND FLANGE SHIM SPACE
WOOD FRAMING 1 I/4' MIN.
OR 2X BUCK EMBEDMENT
BY OTHERS
1 /2" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN. 1/4' MAX.
EMBEDMENT SHIM SPACE
1/2" MIN
EDGE DISTANc INTERIOR
10 WOOD
SCREW
WOOD FRAMING
EXTERIOROR2XBUCK
BY OTHERS BACKER ROO k
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
METAL
STRUCTURE
BY OTHERS
BACKER ROD k
APPROVED SEALANT
BEHIND FLANGE
r r
MIN
n ierwurr
1/4' MAX.
SHIM SPACE
10 SMS OR
ELF DRILLING
CREW
EXTERIOR INTERIOR
10 SMS OR
SELF DRILLING
SCREW
BACKER R ID do RIGID FILLER
APPROVED SEALANT
BEHIND FIANCE 1/4• MAX.
SHIM SPACE
METAL
STRUCTURE
BY OTHERS
3/4" MIN i
EDGE DISTANCE T—
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
1/4' MAX.
SHIM SPACE
3/4' MIN. INTERIOR
EDGE DISTANCE
110 SMS OR
SELF DRILLING
SCREWS
METAL EXTERIOR
STRUCTURE
BACKER ROO doBYOTHERSAPPROVEDSEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
RV OESCRWIM DATE I APPRMO
A REVISED INSTALLATION OEfAILS 06/01/15 R.L.
B REVISEO NAME AND ADDRESS 10/27/16 R.L.
NOTES'
I INTERIOR AND EXTERIOR FINISHES. BY OTHERS.
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SIGNED: 1111512016
MI WIND DOORS, LLC 1R II
10 9'', oWw. MnOK ST.\\, \5
GRATZ, PA 17030 v,•GENSF ,J'
SERIES 185 ALUMINUM FIXED WINDOW oy8/25 *
73" X 72" NON —IMPACT
FILLERS
a+607`
4•• TATEFLANGEINSTALLATIONDETAILSWITHOUT OF ; Q,:
DRAW ow No. REv i/OF3; F(ORlQP Gt `
J.
L.
08 57 B
aiE s02NITS09/03/14 8 OF 12
L ROGEWOLOMASAE.
1432 W000FORD RO LEWISVXLE, NC 27M
Luis R. Lomas P.E.
FL No.: 62514
434-666.0609 A wnas@trlmvspe cam
REVISWIS • •
REV DESCRPTION WTE APPROVED
2 1/2" MIN.
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L.
CONCRETE/MASONRY
BY OTHERS e
1 1/4' MIN.
a 1 1/4" MIN. EMBEDMENT
OPTIONAL 1X BUCK EMBEDMENT
SEE NOTES 3 - 7
SHEET 1
v
CONCRETE/MASONRY
BACKER R00 & 1 4 MAX. HERS 1/4" MAX.
APPROVED SEALANT SHIM SPACE SHIM SPACE
BEHIND FLANGE OPTIONAL IX BUCK
SEE NOTES 3 - 7
SHEET 1
3/ 16" TAPCON v
EXTERIOR INTERIOR 3/ 16" TAPCON INTERIOR
3/16" TAPCON
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
1/4' MAX. 2 1/2"
OPTIONAL 1X BUCK SHIM SPACE MIN.
vSEENOTE3 - 7 EDGE
SHEET 1 DISTANCE EXTERIOR
BACKER ROD & CONCRETE/MASONRY
BY OTHERS 1 1/4" MIN.
APPROVED SEALANT
a EMBEDMENT
BEHIND FIANCE
JAMB INSTALLATION DETAIL
e CONCRETEAWASONRYINSTALLATION
e
2 1/2" MIN,
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETE/MASONRY INSTALLATION
NOTES:
1. INTERIOR AND EXTERIOR FINISHES. BYOTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BYOTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SIGNED: 1111512016
MI WINDOWS ANDDDOORS, LLC I tll1`I,i/,
oW. wET ST.\\\\\\S GRATZ. PA 17030
w•GENSt•giP' 0 51 SERIES
185 ALUMINUMFIXEDWINDOW73" X 72"
NON —IMPACT FLANGE INSTALLATION DETAILS
WITHOUT FILLERS QE OF DRAWN: OWo No
REv 08`s02 57
B S:c OR1 P ii s/ONA —\\
LUIs R. Lomas
P.E. FL No.: 62514
souE a1E NTS
09/03/14 9 OF 12 L. ROBERTO LOADS
PE 14M WVOOFORD RO
LEM7SVIELE. NC 2702J AJrit8.0609 rpxmas®
NP'ssW m
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD k
APPROVED SEALANT
BEHIND FLANGE
1 /2' MIN.
EDGE DISTANCE
1 1/4' MIN.
47 EMBEDMENT
1/4" MAX.
SHIM SPACE
RIGID FILLER
110 WOOD SCREW
METAL
STRUCTURE
BY OTHERS
BACKER ROD k
APPROVED SEALANT
BEHIND FLANGE
1/4" MAX.
SHIM SPACE
GID FILLER
10 SMS OR
ELF DRILLING
CREW
REVISIONS •
REV OESCRIPTION I DATE I APPROVED
IAREVISEDINSTALLATIONDETAILS106/01/15 RL.
8 REVISED NAME AND AODRESS 1 10/27/16 1 R.L.
EXTERIOR EXTERIOR INTERIOR
INTERIOR
110 SMS OR
10 WOOD SCREW
SELF DRILLING
SCREW
BACKER ROO k
RIGID FILLER
BACKER ROD do RIGID FILLER
APPROVED SEALANT 1/4" MAX. APPROVED SEALANT
BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/4• MAX.
ir SHIM SPACE NOTES
WOOD FRAMING METAL 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
OR 2% BUCK
1 1 4 MIN. STRUCTURE NOT SHOWN FOR CLARITY.
BY OTHERS 7 EMBEDMENT BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TOBE
T
DESIGNED IN ACCORDANCE MTN ASTM E211217: 3/4" MIN IT
1/2" MIN
EDGE DISTANCE
EDGE DISTANCE DISTANCE VERTICAL CROSS SECTION
VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN 1/4" MAX.
EMBEDMENT SHIM SPACE
r RIGID FILLER
MIN.R_j / EDGE DISTANC
10 WOOD
SCREW
WOOD FRAMING
EXTERIOROR2XBUCK
BY OTHERS BACKER ROD k
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
1/4' MAX.
SHIM SPACE
RIGID FILLER
3/4" MIN. INTERIOR
EDGE DISTANCE i I SIGNED: 1111512016
MI WINDOWS AND DOORS, LLC 11C1o i650W. MARKET ST.
R5 4j9 i
10 SMS OR
GRATZ. PA 17030 v •'\GENS. •J
SERIES 185 ALUMINUM FIXED WINDOWSELFGRILLING 10
6rO'F
SCREWS 73" X 72" NON —IMPACT f(/i,A(rl y0a`
METAL EXTERIOR FLANGE INSTALLATION DETAILS WITH RIGID FILLERS 70 , TAT
STRUCTURE, i0'• ( PORAvntORONO.
08—02357
REV
aBY' OTHERS BACKER ROD k
0 SEAT
i`S • ORIO . G\ `
BEHIND srALE DAreNTS 09/03/14 10 OF 12
JAMB INSTALLATION DETAIL
Luis R. Lomas P.E. L ROBERTO LOMAS P.E.
METAL STRUCTURE INSTALLATION 1432 WOOOFORO RD LEWISVILLE, NC 27o27 FL No.: 62514434,w,wy dbMS 1b "Mmm
CONCRETE/MASONRY
BY OTHERS
OPTIONAL 1 X BUCK
SEE NOTES 3 — 7
SHEET 1
BACKER ROD do
APPROVED SEALANT
BEHIND FLANGE
EXTERIOR
BACKER ROD do -
APPROVED SEALANT
BEHIND FLANGE
OPTIONAL IX BUCK -
SEE NOTE 3 - 7
SHEET 1
CONCRETE/MASONRY -
BY OTHERS
2 1/2' MIN.
EDGE DISTANCE
1 1/4- MIN
a 1 1/4- MIN. EMBEDMENT
EMBEDMENT
CONCRETE/MASONRYlk1/4_ MAX, BY OTHERS
SHIM SPACE
OPTIONAL 1 X BUCK
RIGID FILLER SEE NOTES 3 - 7
SHEET 1
REVISIONS
REV DESCRVIION WE APPROVED
A REVISED INSTALLATION DEwL5 06/01/15 R.L.
B REVISED NAME AND ADDRESS 10/27/16 1 R L.
1/4* MAX.
SHIM SPACE
r
RIGID FILLER
3/ t 6 TAPCON a
INTERIOR 3/16" TAPCON INTERIOR
3/16" TAPCON
RIGID FILLER
1/4- MAX.
SHIM SPACE
1 1/4' MIN.
a EMBEDMENT
2 1/2- MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETEVASONRY INSTALLATION
2 1/2-
MIN.
a
EDGE
DISTANCE EXTERIOR
1_ 7- BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
CONCRETEIWSONRY INSTALLATION
NOTES.,
1. INTERIOR AN, D EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
MI WINDOWS AND DOORS, LLC
650 W. MARKET ST.
GRATZ, PA 17030
SERIES 185 ALUMINUM FIXED WINDOW
73" X 72" NON -IMPACT
FLANGE INSTALLATION DETAILS WITH RIGID FILLERS
DRAWN: 01VC NO Re
J.L. I 08-02357 B
ZZE NTS I O°E 09/03/14 1 "U 11 OF 12
L. Rmnro EOMAS P.E.
IAT2 WOODFORD RO LEN7SVR.LE NC 27023
I3I.00<4wq Abws@&bmasmcnm
SIGNED: 1111512016
J\
1fl1111io/
i
ter, •G E N
fSr'
9iP
TAT OF*iLce,
Luis R. Lomas P.E.
FL No.: 62514
REVISIONS
REV OESCRIPTOM 0.1E APPROVED
A REVISED INSTALLATION OEfAILS 06/01/15 R.L.
APPROVED B REVISED NAME AND ADDRESS 10/27/16 R L.
SEALANT
BEHIND FIN 1 1/4' MIN.
EMBEDMENT
6 WOOD WOOD
SCREW FRAMING
BY OTHERS
1/4* MAX.
SHIM SPACE WOOD FRAMING—I
1/4" MAX
3/8. MIN OTHERS SHIM SPACE
EDGE DISTANCE
S6 WOOD INTERIORSCREW
INTERIOR
EXTERIOR 1 1/4-
MIN.
EMBEDMENT
NOTES:
1/4- MAX
1. INTERIOR AND EMRIOR FINISHES, BY OTHERS.
r SHIM SPACE APPROVED NOT SHOWN FOR CLARITY.
1 SEALANT 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
1 BEHIND FIN
EXTERIOR
DESIGNED INACCORDANCEWITHASTME2112
3/8" MIN
3/B. MIN
EDGE DISTANCE
EDGE DISTANCE
JAMB INSTALLATION DETAIL
6 WOOD
SCREW
W000
FRAMING WOOD FRAMING OR 2X BUCK INSTALLATION
APPROVED 1 1/4" MIN • BY OTHERS
SEALANT EMBEDMENT
BEHIND FIN
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
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
oRAmr 0R0 MD.
r
08-02357
TS our 09/03/14 SKU12 OF 12
L. RMERTO LOM1S P.E.
IAT2 WOODFORD ROLEWISVR.LE. NC 27023
tlI.M&QW9 dbmas@*bwsWOpm
SIGNED: 1111512016
RE NS?19
A TAT OF luz
0NA 1E 1\
Luis R. Lomas P.E.
FL No.: 62514
Florida Building Code Online Page 1 of 3
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Product Approval
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Product Approval Menu > ProduR or Application Search > Application List > Application Detall
1 _
FL # FL15353-R3
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived D
Product Manufacturer MI Windows and Doors
Address/Phone/Email 650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext 2560
bsitlinger@miwd.com
Authorized Signature Brent Sitlinger
bsitlinger@miwd.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Windows
Subcategory Mullions
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Luis R Lomas, PE
the Evaluation Report
Florida License PE-62514
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2018
Validated By Steven M. Urich, PE
f7 Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
Product Approval Method
Fl IS353 R3 COI FLCOI.Ddf
Standard
AAMA 450
Method 1 Option D
Year
2010
1 4+..n•//.•nlnir flnrirlol•nilrlinrt nrn/nr/nr or.n rail ocvNv77-i,Aram=,%xr(TFVX(hxrtT)ntT-TR577nvriWTR 12/1 /701 R
Florida Building Code Online Page 2 of 3
Date submitted 10/16/2017
Date Validated 10/23/2017
Date Pending FBC Approval 10/26/2017
Date Approved 12/12/2017
summary of Products
FL # Model, Number or Name Description
15353.1 5764 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01448B.odf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512072B.odf
span: 104-1/4". Created by Independent Third Party: Yes
15353.2 5764 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01439B.odf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512063B.Ddf
span: 83" Created by Independent Third Party: Yes
15353.3 S765 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL35353 R3 II 08-01449B.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512073B.Ddf
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 FL35353 R3 II 08-01440B.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 5120646.odf
span: 83". Created by Independent Third Party: Yes
15353.5 CM-18514 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 11 08-01442B.odf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512066B.Ddf
length - 83". Created by Independent Third Party: Yes
15353.6 CM-18520 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01451B.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pcessur-e: N/A Evaluation Reports
Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 51207513.1)df
span - 156-3/8" Created by Independent Third Party: Yes
15353.7 CM-18523 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 11 08-01452B.odf
Approved for use outside HVHZ: Yes:- Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512076B.Ddf
span - 104-1/4". Created by Independent Third Party: Yes
15353.8 CM-18531 Vertical Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 11 08-01443B.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWlS... 2/ 1 /2018
Florida Building Code Online Page 3 of 3
Impact Resistant. Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512067B.Ddf
span - 83" Created by Independent Third Party: Yes
15353.9 CM-18532 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FLIS353 R3 11 08-01453B.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 512077B.odf
span - 156-3/8" Created by Independent Third Party: Yes
15353.10 CM-18533 Vertical Aluminum Mullion
Limits of Use Installation Instructions.
Approved for use in HVHZ:-No FLIS353 R3 II 08-01444B.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FLIS353 R3 AE 512068B.odf
span: 83" Created by Independent Third Party: Yes
153S3.11 CM-18534 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FLIS353 R3 II 08-01454B.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 512078B.Ddf
span: 156-3/8". Created by Independent Third Party: Yes
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Contact Us :: 2601 &air Stone Road, Tallahassee FL 32399 Phone: 850-487-1824
The State of Florida is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement
Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send
electronic mail to this enilty. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. "Pursuant to
Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an 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 determine If you are a licensee under
Chapter 455, F.S., please Click h&M.
Product Approval Accepts:
OEM E
Cr6& Ccrd.
Safe,
https://www.floridabuilding. org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI S... 2/1 /2018
NOTES:
1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO
COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE.
2)
3)
4)
5)
6)
7)
8)
9)
WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
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.
APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS
PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3.
DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS
DOCUMENT APPLY ONLY TO MULPON. WINDOWS MUST BE APPROVED
UNDER SEPARATE APPROVAL.
SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE
SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI
WINDOWS AND DOORS. INC.
DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE
LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL
WINDOW OR DOOR UNIT.
UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE
UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS
ANCHORED AS SHOWN HEREIN.
MULLION VERTICAL INSTALLATION IS SHOWN. MULLION MAY BE USED
IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED
HEREIN ARE NOT EXCEEDED ANQ MULLION IS ANCHORED ACCORDING
TO THIS DOCUMENT.
DESIGN PRESSURE TABLE INSTRUCTIONS:
1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE
CHAPTER 16.
2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON
PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH.
3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT
THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION
SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING
FOR PRODUCT IN STEP 2.
MULLION RATING MUST BE EOUAL OR GREATER THAN REQUIRED
DESIGN PRESSURE OBTAINED IN STEP 1.
TRIBUTARY WIDTH -
W1 + W2
2
REVISIONS
REV DESCRIPTION DATE I APPROVED
A REVISED INSTALLATION DETAILS 06/10/15 1 R L.
B REVISED ANCHORING NOTES @ INSTL OET. 1 06/07/17 IRL
ANCHORING NOTES:
1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD
SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM
EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS
SHEET 3.
2) FOR ANCHORING INTO CONCRETE USE 1/4' ELCO ULTRCON TAPCON
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM
EMBEDMENT WITH 1' MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS
SHOWN IN INSTALLATION DETAILS SHEET 3.
3) FOR ANCHORING INTO METAL USE # 10 SMS OR SELF DRILLING
SCREW WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM
BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN
IN INSTALLATION DETAILS SHEET 3.
4) ALL FASTENERS TO BE CORROSION RESISTANT.
5) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH
ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND
ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS
LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW.
A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42
B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.200 PSI.
C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N,
TYPE 1 (OR GREATER).
D METAL STRUCTURE -STEEL 18GA (.048') FY=33KSI/FU=52KSI
OR ALUMINUM 6063-T5 FU=30KSI .062" THICK MINIMUM.
6) FOR ATTACHING WINDOW UNITS TO MULLION USE 110 SELF TAPPING
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A MINIMUM
EMBEDMENT OF THREE THREADS PAST THE MULLION WALL. LOCATE
SCREWS 6' FROM EACH MULLION END AND 12" MAX O.C.
THEREAFTER. STAGGER SCREWS AT EACH WINDOW
TABLE OF CONTENTS
SHEET NO. DESCRIPTION
1 NOTES
2 CONFIGURATIONS AND DP CHART
3 INSTALLATION DETAILS
4 COMPONENTS
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 - VERTICAL MULLION
83" MULLION SPAN
GENERAL NOTES
DRAWN: OWC ISO
V.L. 1 08-01439
SMC NTS DATE 01/I1/12 1-E- 1 OF 4
L. ROBERTO LOADS AE
14M WOODFORD RD LEWISVILLE. AIC 27023
434-M-009 fD0nW$@*AW RSpe.cam
SIGNED: 1011312017
J\ 9 R
I I ,
x
r,•-\GENS- - &
fit: sl4o 5 . *'
bT/,AtT1rE OF ; LLO'.
REV '°F•'c(OROt• \\
e S/OIVA L1
aG\`\
Luis R. Lomas P.E.
FL No.: 62514
107 3/8'
COMBINED WIDTH
W, -{ W2 -
B3' 1 1
FRAME
HEIGHT WINDOW WINDOW
MULLION
SPAN)
I
FW_
107 3/11'
COMBINED WIDTH
1 -jr- W2
107 3/8'
COMBINED WIDTH
w, --{ w2
83' 1
FRAME 'WINDOW
HEIGHT WINDOW
MULLION
SPAN) 1 1
BY 1 1 WINDOW J
WINDO
FRAME
HEIGHT WINDO
MULLION
SPAN) 1 1 1
W1 W2
107 3/8'
COMBINED WIDTH
Design pressure rating (psi)
Mullion
an In
Tributary width (in)
18.13 2550 36.00 42.00 48.00 52.13
25.00 1200 1200 1200 1200 120.0 120.0
37.38 1200 1200 120.0 120.0 120.0 120.0
49.63 120.0 98.3 81.2 76.9 75.2 75.1
62.00 71.0 52.2 39.7 359 33.4 32.3
65.63 59.6 437 330 296 27.4 26.3
72.00 44.9 32.7 24.4 21.8 19.0 19.0
61.D0 28.1 20.3
LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3
DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT
INCLUDE FLANGE.
107 3/8'
COMBINED WIDTH
W1 -I[- W2
B3'LwFRAME 1.0.
HEIGHT
MULLION
SPAN) 1
rW1107
3/8'
COMBINED WIDTH
W2
83' J
WINDOI
WINDOW J
FRAME / / ///
HEIGHT !JWINDO
MULLION
SPAN)
IL
1 1
W, i-- W2
107 3/8'
COMBINED WIDTH
REMSIONs
I REV I DEscRrv110N I CATE I APPROVED 6
A REVISED INSTALLATION DETAILS 06/10/15 R.L.
B REVISED ANCHORING NOTES & INSTL DET. 06/07/17 R.L.
107 3/11'
COMBINED WIDTH
IT
F_ 1 W2
83"
W
J I WINDOW J
FRAME
HEIGHT WINDOW
MULLION
SPAN') 1 J 1
W, I F - W2
107 3/8-
COMBINED WIDTH
APPROVED CONFIGURATIONS
MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED
WIDTH DOES NOT EXCEED 107 348' AS SHOWN HEREIN
Des i npressure ratiog (pso with rebar
Mullion
span (in)
butary width In
10.13 25.50 36.00 42.00 48.00 52.12
25.00 120.0 120.0 120.0 120.0 1200 120.0
37.38 1200 120.0 120.0 120.0 120.0 120.0
49.63 120.0 98.3 81.2 76.9 76.2 75.1
62.00 95.2 70.0 53.3 48.1 44.8 43.4
65.63 80.0 586 44.2 39.7 36.7 35.3
72.00 1 60.3 439 328 29.2 26.7 255
64.00 1 37.7 27.3 20.1 17.7 160 151
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ, PA 17030-0370
5764 - VERTICAL MULLION
83" MULLION SPAN
APPROVED CONFIGURATIONS AND RATING CHARTS
LARGEAND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3
V.L.
DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT SCALE
INCLUDE FLANGE.
08-01439
NTS DATE 01 / 1 1 / 12 ISHEE72 OF 4
L ROBERTO LOMAS PE.
1432 WOODFORD RD LEWLSOLLE. NC 27023
434.6660609 /Awnsst361wnusp4 Dom
SIGNED: 1011312017
vJ\S CEIVS 9 i
k• 0 5••
0:<
E
iO
OF':cZOR10r• -Z
Luis R. Lomas P.E.
FL No.: 62514
i
1" MIN
EDGE DISTANCE
MASONRY/CONCRETE
BY OTHERS
1 1/4"
MIN. EMBEDMENT
1/4" ELCO ULTRACON TAPCON
SECT5796
CLIP
OPTIONAL
RESAR
SECT5764
MULLION
MT000022
CLIP
10 WOOD SCREW
18 MIN.
EMBEDMENT
WOOD FRAMING/
1/2' MIN 2X BUCK
EDGE L BY OTHERS
DISTANCE
VERTICAL CROSS SECTION
MASONRYA;ONCRETE AND WOOD FRAMING
INSTALLATION
NOTE, CLIPS MAY BE USED IN MASONRY/CONCRETE
OR WOOD FRAMING SUBSTRATE
RCV1510N5
OESCawNON W.rE APPawEp
REVISED INSTALLATION DETAILS 06/10/15 R.L.
REVI5EO ANCHORING NOTES & INSTL OET 06/07/17 RL.
MT000022
CLIP
r 10 SMS OR
i 1 SELF DRILLING
SCREW
METAL
1/2" MIN. STRUCTURE
EDGE L BY OTHERS
DISTANCE
VERTICAL CROSS SECTION
METAL INSTALLATION
SIGNED: 1011312017
MI WINDOW650 WEST MA D
ET STREET
lLC
GRATZ. PA 17030-0370
II`/
o
v •\CENS- fdIi
O 55764 — VERTICAL MULLION
83. MULLION SPAN
INSTALLATION DETAILS a 7'" (, — g1 STATE OF `
O".
Pi.e S :`
S ONA j1\\\
CRAwN. oa0 N0
OS-011439
aLv
B
svLc areNTS 01/11/12 3 OF 4
L ROGERrO LOMAS P.E.
1432%'"FORD RD LEWISVILLE NC 27023
uu4-M460s10ams@61msvrcomLuis
R. Lomas P.E. FL
NO.: 62514
2.140" —I
1.125'
SECT5764 MULLION
ALUMINUM 6005•T5.115' THICK
0.688-
1.531"
RF-14 ?EBAR
16 GA (062) GALVANIZED STEEL
NOTES: 1. CLIPS MAY BE USED IN
MASONRY/CONCRETE OR WOOD FRAMING
SUBSTRATE
2, FOR WOOD & METAL INSTALLATION
USE ALL FOUR ANCHOR LOCATIONS.
3. FOR CONCRETE INSTALLATION USE 2
ANCHOR LOCATIONS ONLY WITH 3 1/4"
SEPARATION BETWEEN ANCHORS,
3 261' —
1.375"
0.625"
H [
L 3.250'
0 843"
1 4.000'
O
MT000022 CLIP
160A (.0631 GALVANIZED STEEL
SEE NOTE 2 6 3, THIS SHEET.
3.750'
2.i89"
1.0 0"
D(
0.375"
L—
0.843"
2x 00.210"
I 1.562" r
1.562" LO
SECT5796 CLIP
FOR WOOD FRAMING INSTALLATION
ALUMINUM 6063•T5.125• THICK
3.750'
1.000"
0.843-
RLNSKINS
OESCRIPMM OArE I IPPWIEO
REVISED INSTALLATION DETAILS 06/10/15 R.L.
REVISED ANCHORING NOTES & INSTL DET 06/07/17 R L.
2.675'
SECT5796 CLIP \-
2x 00.210"
FOR CONCRETE INSTALLATION
ALUMINUM 6063.T5.125-THICK
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ. PA 17030-0370
5764 — VERTICAL MULLION
83" MULLION SPAN
COMPONENTS
DRAWN 7N0. V.L. 08-01439
suuE NTS I oAM 01/11/12 s'W4 OF 4
L ROSERTO LOMAS PE.
1432 WOODFORD RD LEH7SVXLE. NC 27023
434.66E-0609 .Oom+s Wia aaW odn
SIGNED: 10/1"017
5111 1 I I I/ j////
i
1.011 5pp * O
FS..
i/7/s'ONA j1\ \
Luis R. Lomas P.E.
FL No.: 62514
Florida Building Code Online Page 1 of 3
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11 wd: Product ApprovalrUSER: Public User
91-11IM". =-R
Product Approval Menu > Product or Application Search > &QpJ%Atlpn LKt > Application Detail
FL # FL13223-R4
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived D
Product Manufacturer James Hardie Building Products, Inc.
Address/Phone/Email 26300 La Alameda
Ste. 250
Mission Viejo, CA 92691
909)349-2927
pingsheng.zhu@jameshardie.com
Authorized Signature Pingsheng Zhu
pingsheng.zhu@jameshardie.com
Technical Representative Pingsheng Zhu
Address/Phone/Email 10901 Elm Ave.
Fontana, CA 92337
909) 349-2927
pingsheng.zhu@jameshardie.com
Quality Assurance Representative Pingsheng Zhu
Address/Phone/Email 10901 Elm Ave.
Fontana, CA 92337
909) 349-2927
pingsheng.zhu@jameshardie.com
Category Panel Walls
Subcategory Siding
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
D Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Ronald 1. Ogawa
the Evaluation Report
Florida License PE-24121
Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity
Quality Assurance Contract Expiration Date 12131/2020
Validated By John Southard, P.E.
G Validation Checklist - Hardcopy Received
Certificate of Independence FL13223 R4 COI RIO - Certificate of Independence.odf
Referenced Standard and Year (of Standard) Standard
ASTM C1166
ASTM E330
Year
2007
2002
Equivalence of Product Standards
Certified By Florida Licensed Professional Engineer or Architect
FL13223 R4 Eaulv RI0-2692B-17 ASTM C1186 eouivalencv.Ddf
http://www. floridabuil ding.org/car/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 2/6/2018
Florida Building Code Online Page 2 of 3
Sections from the Code
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
Method 1 Option D
08/09/2017
08/25/2017
08/28/2017
10/10/2017
FL # Model, Number or Name Description
13223.1 Cempanel Siding fiber -cement panel siding
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL13223 R4 II cemoanel-installation.Ddf
Approved for use outside HVHZ: Yes F1_13223 R4 11 NOA 17-0406.06.odf
Impact Resistant: Yes FL13223 R4 11 RIO 2689-17 Panel to Furrino.Ddf
Design Pressure: N/A FL13223 R4 11 RIO-2686-17 Panel Wood Metal Frame.Ddf
Verified By: Ronald 1. Ogawa 24121Other: For use inside a HVHZ install in accordance with
NOA 17-0406.06 Created by Independent Third Party: No
Evaluation Reports
FL13223 R4 AE NOA 17-0406.06,Ddf
FL13223 R4 AE RIO 2689-17 Panel to Furring.Ddf
FL13223 R4 AE Rio-2686-17 Panel Wood Metal Frame.odf
Created by Independent Third Party: Yes
13223.2 HardiePanel Siding fiber -cement panel siding
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL13223 R4 II HardiePanel-Installation.Ddf
Approved for use outside HVHZ: Yes FL13223 R4 11 NOA 17-0406.06.odf
Impact Resistant: Yes FL13223 R4 11 RIO 2689-17 Panel to Furrino.Ddf
Design Pressure: N/A FL13223 R4 11 RIO-2686-17 Panel Wood Metal Frame.Ddf
Verified By: Ronald I. Ogawa 24121Other: For use inside a HVHZ install in accordance with
NOA 17-0406.06 Created by Independent Third Party: No
Evaluation Reports
FL13223 R4 AE NOA 17-0406.06.Ddf
FL13223 R4 AE RIO 2689-17 Panel to Furring.Ddf
FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.Ddf
Created by Independent Third Party: Yes
13223.3 Prevail Panel Siding fiber -cement panel siding
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL13223 R4 Il NOA 17-0406.06.Ddf
Approved for use outside HVHZ: Yes FL13223 R4 11 Prevail- Panel- Installation, Ddf
Impact Resistant: N/A FL13223 R4 Il RIO 2689-17 Panel to Furrina.Ddf
Design Pressure. N/A FL13223 R4 II RIO-2686-17 Panel Wood Metal Frame.Ddf
Venfied By: Ronald I. Ogawa 24121Other: For use inside a HVHZ install in accordance with
NOA 17-0406.06 Created by Independent Third Party: No
Evaluation Reports
FL13223 R4 AE NOA 17-0406.06.Ddf
FL13223 R4 AE RIO 2689-17 Panel to Furrino.Ddf
FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.odf
Created by Independent Third Party: Yes
Badr next
Contact Us :: 2601 &air Stone Road, Tallahassee FL 323" Phone: 850-487-1924
The State of Florida Is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement
Under Florida low, 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 mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant to
Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address It
they have one. The emalis provided may be used for Official communication with the licensee. However email addresses are public record. If you d0 not wish to
supply a personal address, please provide the Department with an email address which on be made available to the public. To determine of you are a licensee under
Chapter 455, F.S., please pick here.
Product Appr ovaal Accepts:
E
http://www.floridabuilding.org/car/pr_app_dtl. aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 2/6/2018
Florida Building Code Online Page 3 of 3
Credh Card
Safe
http://www. flori dabuilding. org/pr/pr_app_dtl.aspx?param=w,GEVX QwtDgvRk6bsvZ66FC... 2/6/2018
Florida Product Approval
HardiePanel® Siding
For use inside HVHZ:
o HardiePanel Siding fastener types, fastening schedule, and installation
shall be in accordance with the Miami -Dade County Florida NOA 17-
0406.06. Consult the HardiePanel product installation instructions on the
follow pages for all other installation requirements.
For use outside of HVHZ,
o HardiePanel Siding fastener types, fastening schedule, and installation
shall be in accordance with Engineering Evaluation Reports RIO-2686-17
or RIO-2689-17. Consult the HardiePanel product installation instructions
on the follow pages for all other installation requirements.
a
Hardie Pane I'IZZIM. JamesHardie
Vertical Siding
INSTALLATION REOUIREMENTS RESIDENTIAL SINGLE FAMILY ONLY - PRIMED & COLORPLUS° PRODUCTS
EFFECTIVE SEPTEMBER 2013
Visit :vww.rameshardie.com for the most recent version.
SMOOTH CEDARMILL® - SELECT SIERRA 8 - STUCCO
IMPORTANT. FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE
WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES,
AND VOID THE PRODUCT ONLY WARRANTY, BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS.
INSTALLATION OF HZ1 OTm PRODUCTS OUTSIDE AN HZ1011 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES
TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343
STORAGE & HANDLING:
Store flat and keep dry and
covered prior to installation. Installing
siding wet or saturated may result in
shrinkage at butt joints. Carry planks
on edge. Protect edges and corners
from breakage. James Hardie is not
responsible for damage caused
by improper storage and handling of
the product.
CUTTING IN
OLrrDOORS INDOORS
1. Position arcing station so that wind vAll blow dust away from user 1. Cut only using score and snap, or shears (manual, electric or pneumatic).
and others in waking area 2. Position cutting station in wall -ventilated area
2. Use one of the following met hods:
a. Best i. Score and snap -
NEVER use a power saw indoorsi. Shears (manual, efetbrlC a pneumaGr.)
b. Better. i. Dust reducing circular saw equipped with a - NEVER use a circular saw blade that does not carry the HardeBlade saw blade trademark
HardteBWde° saw blade and HERA vacuum extraction NEVER dry sweep — Use wet suppression or HEPA Vacuum
c. Good: I. Dust reducing circular saw with a IiardieBbde saw blade
ony use for low to moderate cutting)
linportant Note: For mandnwm protection pAiest respirable dust producttm), James Hardie recommends aNrdyS using "Best' -level witing methods whae feasible.
NIOSH-approved respirators can be used canjunctim vA above arcing practices to furdter reduce dust a ipostnes. Additional evosure indormabon is available
at m-m.jamesharche.com to help you determine the most appropriate cutting method for your job requirements ti concem still eases abort exposure levels or you
do not comply with the above practices, you should always txnsrff a qualified i clustrhal hygienist or contact James Hardie for further Information. stnentrc,
GENERAL REQUIREMENTS:
These instructions to be used for residential single family installations only. For Commercial / Muhl -Family installation requirements go to www.JamesHardteCommercial.Com
HardiePaneP vertical siding can be Installed over braced wood or steel studs spaced a maximum of 24" o.c. See genemal fastening requirements. Irregularities in
framing and sheathing can mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (ralnscreel*rring) as a best practice.
Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. Onnehardie.com
A water -resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with
penetration and junction flashing in accordance with local building code requirements. James Hardie will assume no responsibility for water Infiltration. Jarnes
Hardie does manufacture HardieWrapO Weather Barrier, a non -woven non -perforated housewrapl , which complies with building code requirements.
When installing James Hardie products all clearance details in figs. 5,6,7,8,9,1 OW 1 must be followed.
Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10'.
Do not install James Hardie products, such that they may remain in contact with standing water.
HardiePanel vertical siding may be Installed on vertical wall applications only.
DO NOT use HardiePanel vertical siding in Fascia or Trim appplications.
Some application are not suitable for ColorPlus. Refer to ColorPlus section page 3.
DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie4° Products.
For larger projects, including commercial and mufti -family projects, where the span of the wall is significant in length, the designer and/or architect should take
into consideration the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin
8 "Expansion Characteristics" at wwww.JamesHardie.com.
INSTALLATION: Joint Treatment
Fastener Requirements •
Vertical Joints - Install panels in moderate contact (fig. 1), alternativelyPositionfasteners3/8" from panel edges and no closer than joints may also be covered with battens, PVC or metal jointers or2" away from corners. Do not nail into corners. caulked (Not applicable to ColorPlus• Finish) (fig. 2). HardiePanel Vertical Siding Installation • Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framing must be provided at horizontal and vertical edges for nailing. Figure 2 Figure 3HardiePanelverticalsidingmustbejoinedonstud. water -resistive barrier water -resistive barrier
Double stud may be required to maintain minimum edge 4 stud water-reslstwe water•resistrve
nailing distances. - x 4 send barrier barrier
Figurer stud .—
upper panel ._upper panel
water resistive
Do not 1/4" gap Do not 1/4" gap
barrier
Caulk Caulk
sheathing HardiePanel Batten Joint "H" Joint r'p".ne
8ashrno t ''Z•Ilashmg t
0 o vertical siding water -resistive barrier decorative
2 x 4 stud"—
band board
keep nails wer3/
m
men. l `lower
from panel panel
edges
plate
o Figure 4
fie, 'Tleave appropriate gap between Recommendation: When o
panels, then caulk* installing Sierra 8, provide ra
Caulk
Joint a trouble stud at panel modeto
contact Ma applicable
10 ColaPlus• Finish) joints to avoid parting keep fasteners
2' Apply caulk in accordance with caulk through grooves. away from
comers manufacturer's written application instructions. r For
additional information on HardieWraVm Weather Barrier, consult .lames Hardie at 1-866-4Hardie or www.hardiewrap.com WARNING: AVOID
BREATHING SILICA DUST James Hardie°
aoduds conwn resalable Crystalline silica, which Is known ;o the State of California to cause canter and is consioared by IARC and NIOSH to be a cause of cancer from some occupetronal sources. &eaating excessive amourds
01 resfxrade saner dus an also cruse a disabling afro p0lemWtiy later lung disease celled sdIt0515, arid has teen linked wkh other diseases. Some stutlfes suggest smoking may Increase these risks.During installation or
handling. (1) wok in outdoor areas wcJh amde ventilation; (2) use fiber cement shears for doting or, whale not feasible, use a Haroaade• saw blade and dust -reducing circular saw anadred 10 a HEPA vacuum: 0 warn
others in the immediate area, (4) wear a proDerfy-lmeo, NIOSH-aDDroved dust mask or respirator (e.p N-95) in accordance with apoliable govainment regulations and mamdaciurer rnstrumon5 to further umrt resorrable sera
exposures. During clean-uD, use HEPA vacuums or wet cleanup methods - new dry sweep. For fumes information, refer to our installation instructions and Material Safety Data Sheet available at www.)amesnarde.
corn or by alhng 1-eoo-SHARD: (1-800.942.7343). rAlU6iE TO ADHERE TO WR WARNINGS, MSDS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL INJURY OR DEATH CMA HS1236 -
P1/
3 1/13
N >o.
CLEARANCES
Install siding and trim products in Maintain a minimum 1 " Maintain a minimum 1 " 2" clearance At the juncture of the roof and vertical Maintain a 1 /4"
compliance with local building code 2" clearance between between James Hardie products
decking material.
surfaces, flashing and counterflashing
shall be installed per the roofing
clearance between
the bottom of James
requirements for clearance between James Hardie*` manufacturer's instructions. Provide a Hardie products and
the bottom edge of the siding and products and paths, Figure 7 minimum 1 % 2" clearance between horizontal flashing.
the adfacertt finished grade. steps and driveways. the roofing and the bottom edge of the Do not caulk gap.
d siding Ififirlt, ater siding and trim. Refer to fig. 3 on
Figure 5 _ Sl
sldtna fYlf
Figure 6 mer Figure 8
iLll it-rmin.
page 1.
t i rP r t nl n
concretefoundation
Maintain a minimum 1" gap
between gutter end caps and
siding & trim.
Figure 9
siding
gutter and end cap
1 r12min r t
deck
material Do
not bridge floors with HardiePanel® siding. Horizontal joints
should always be created between floors ffig.10). water.
Resistive
Berner
Framing Figure
10 Horizomal
Fbonng Trim
Sheathng
fascia '
VI-18rdiePartel" BLOCKED
PENETRATIONS Penetrations
such as hose bibs and holes 1 w or larger such as dryer vents should
have a block of trim around point of penetration. GENERAL
FASTENING REQUIREMENTS Fasteners
must be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are acceptable
but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -
dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners.
Stainless steel fasteners are recommended when installing James Hardie products near the
ocean, large bodies of water, or in very humid climates. Consult
applicable product evaluation or listing for correct fastener type and placement to achieve specific
design wind loads. NOTE:
Published wind loads may not be applicable to all areas where Local Building Codes have specific
jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance
documentation. Drive
fasteners perpendicular to siding and framing. Fastener
heads should fit snug against siding (no air space). (fig. A) Do
not over -drive nail heads or drive nails at an angle. If
nail is countersunk, fill nail hole and add a nail. (fig. B) For
wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing,
remove and replace nail). NOTE:
Whenever a structural member is present, HardiePlank should be fastened with even spacing
to the structural member. The tables allowing direct to OSB orplywood should only be used
when traditional framing is not available. Do
not use aluminum fasteners, staples, or clipped head nails. Snug
Flush 9711 Countersunk
fill &
add nail Figure
A Figure B do
not under drive
nails Do NOT STAPLEKICKOUT
FLASHING Because
of the volume of water that can pour down a sloped roof,
one of the most critical flashing details occurs where a roof
intersects a sidewall. The roof must be flashed with step flashing.
Where the roof terminates, install a kickout to deflect water
away from the siding. lf is best to install a self -adhering membrane
on the wall before the subfascia and trim boards are
nailed in place, and then come back to install the kickout. Figure
11, Kickout Flashing To prevent water from dumping
behind the siding and the end of the roof intersection,
install a "kickout" as required by IRC code R905.
2.8.3 :'...flashing shall be a min. of 4" high and 4' wide."
James Hardie recommends the kickout be angled between
1000 -110e to maximize water deflection Figure
11 PNEUMATIC
FASTENING James
Hardie products can be hand nailed or fastened with a pneumatic
tool. Pneumatic fastening is highly recommended. Set
air pressure so that the fastener is driven snug with the surface
of the siding. A flush mount attachment on the pneumatic
tool is recommended. This will help control the depth
the nail is driven. If setting the nail depth proves difficult, choose
a setting that under drives the nail. (Drive under driven nails
snug with a smooth faced hammer - Does not apply for installation
to steel framing). HS1236 •
P2/3 8113
y >v,
CAULKING
For best results use an Elastomsric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834.
Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions. Note: OSI Quad as well as some other caulking
manufacturers do not allow tooling.
DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section
CUT EDGE TREATMENT PAINTING
Caulk, paint or prime all field cut edges. DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie6 Products. James Hardie products
James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are
to touch-up ColorPlus products. recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications.
Back -rolling is recommended if the siding is sprayed.
COLORPLUS° TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE
Care should be taken when handling and cutting James Hardie® ColorPlus® products. During installation use a wet soft cloth or soft brush to
gently wipe off any residue or construction dust left on the product, then rinse with a garden hose.
Touch up nicks, scrapes and nail heads using the ColorPlus® Technology touch-up applicator. Touch-up should be used sparingly.
If large areas require touch-up, replace the damaged area with new HardiePanel® siding with ColorPlus Technology.
Laminate sheet must be removed immediately after installation of each course.
Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus° product dealer.
Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer.
Note: James Hardie does not warrant the usage of third parry touch-up or paints used as touch-up on James Hardie ColorPlus products.
Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie
touch-up, will not be covered under the James Hardie ColorPlus Limited Finish Warranty.
The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for
every application:
Exposed fasteners or battens is the recommended application for ColorPlus panel products
Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended
For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel
only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim,is recommended to cover
joints when appropriate.
PAINTING JAMES HARDIE° SIDING AND TRIM PRODUCTS WITH COLORPLUS° TECHNOLOGY
When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application:
Ensure the surface is clean, dry, and free of any dust, dirt, or mildew
Repriming is normally not necessary
100% acrylic topcoats are recommended
DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie® Products
Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application
temperature
RECOGNITION: In accordance with IMES Evalualon Relion ESR-1844, HardiePane* vertical siding is recognized as a suitable akemate to that specified in. the 20D6.20D9, 8 2012 International Residential (ode la one -and
Two-Famly Dwellings and the 2006, 2009.8 2012 International Building Code. HardePanal vertical siding is also recalinLed for apoIication In the foeovnng. City of Los Angeles Research Report No. 24862, State of Flodda
listing FLfr889, Dade county, Flonoa NOA No. 02-0729.02, U.S. Dept. of HUD Materials Release 1263c, Texas Department of Insurance Product Evaluation EC-23. city of New York MEA 223.93-M, and California DSA PA-019.
These documents should also be consulted for additional inforrnadon concerning the suitability of this product for specAc apolcanons.
m 2013 James Hardie Building Products. All rights reserved.
TM, SM, and ® denote trademarks or registered trademarks of Additional Installation Information.
James HardieTechnology Limited E is a registered Warranties, and Warnings are available at r"N JamesHardie
trademark of James Hardie Technology Limited. www.jameshardie.com
HS1236 - P3/3 6/13
MtAM MADE COUMY
ACCREDM ACCREDITED
July 30, 2017
Pingsheng Zhu, P.E.
Product Compliance Engineer
James Hardie Building Products
10901 Elm Ave.
Fontana, CA 92337
Re: NOA-17-0406.06
Relative to FBC 2017
Project RIO-2679AA-17
Dear Pingsheng.
After review of the 2017 FBC, it is my opinion that the curreht' NOA-17-0406.06 is in compliance with the 2017 Florida
Building Code.
Referenced Standards in the-2017 FBC:
1. Wood: AWC NDS-2015 & SDPWS-2015
2. Structural Loads: ASCE/SEI-7-10
3. Concrete: ACE-318-14
4. Masonry: TMS402-2016/AC153ti-13/ASCE-5-13 .
5. Structural Steel: AISC 360-10 (Including manual of steel construdon 2010 (140"edition))
6. Cold -formed Steel: AISI 100.12
1. Aluminum: ADM-1-2015
In addition, I am making the following Statement of Independence -as requested:
1. Ronald Ogawa. does not have nor does it intend to acquire or will it acquire any financial interest in any company manufacturing or
distributing products for which evaluations are issued.
2. Ronald Ogawa is not owned, operated or controlled by.any company manufacturing or distributing products ft'evaluates or inspect.
3. Ronald Ogawa Inc does not have, nor will it'aoquire a financial interest In any company manufacturing or distributing products for
which reports are being issued.,
4. Ronald Ogawa does not have, nor will it acquire a financial interest in any other entity involved in the approval process of the producL
Should you have any questions on anything, please'coritact rile.
Sincerely,
Ronald 1. Ogawa, P!E. U
RI Ogawa & Associates, Inc.
IAS Laboratory Approval, TL 360
IAS Quality Control Agency, AA-705
CRRC Approved Testing Laboratory for Solar Reflectance and Emissivity
State of Florida Approved Validator and Third Party Quality Control Agency
714) 292-2602
ron&riogawa:com
CC: Roger Ogawa — RI Ogawa & Associates, Inc.:
Karen Ogawa — RI Ogawa & Associates, Inc.
Lab Address: 1985 Sampson Avenue, Corona, CA 92879 • Phone (714) 321-4939 • Fax (714) 908-1815 • E-mail: rooeTerioaawa.com
Malling Address: 16835 Algonquin St. it443. Huntington Bead,, CA 92649 • Phone.(702) 491-3710 a Fax (714) 908-1815 • E-mail: debbyOrioaawa.cam
Engineering . Quality Control 9 Product Development 9 Inspections 9 Code Consulting • Expert Witness • Testing
EMONVEM
M IAMI-DADE MIAMI-DADE COUNTY
PRODUCT CONTROL SECTION
11805 SW 26 Street, Room 208
DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474
BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599
NOTICE OF ACCEPTANCE (NOA) wv/ w.miamidade.Qov/eOn 0-M-Y
James Hardie Building Product, Inc.
10901 Elm Avenue
Fontana, CA 92337
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The
documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be
used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ).
This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section
In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this
product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted
manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or
suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance,
if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the
requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building Code,
including the High Velocity Hurricane Zone.
DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit
APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail
Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details
Wood/Metal Stud Construction", sheets I through 12 of 12, dated 04/24/2013, prepared by the
manufacturer, signed and sealed by Ronald I. Ogawa, P.E., bearing the Miami -Dade County Product
Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade
County Product Control Section.
MISSILE IMPACT RATING: Large and Small Missile Impact Resistant
LABELING: A permanent label with the manufacturer's name or logo; Plant City, Florida, and the
following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control
Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710.9.3 on soffit
panels.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change
in the applicable building code negatively affecting the performance of this product -
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the
materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product,
for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section
of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words J Cami Dade County, Florida, and followed by the
expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done
in its entirety.
INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and
shall be available for inspection at the job site at the request of the Building Official.
This NOA renews NOA # 15-0122.04 and: consists of this page 1 and evidence page E-1, as well as
approval document mentioned above.
The submitted documentation was reviewed by Carlos M. Utrera, P.E.
NOA No. 17-0406.06
Expiration Date: May 1, 2022
Approval Date: May 4, 2017
y7 /2017 Page I
James Hardie Building Products, Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
A. DRAWINGS "Submitted under NOA # 13-0311.07"
1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel;
HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel;
Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated
04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa,
P.E.
B. TESTS "Submitted under NOA # 13-0311.07"
1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94
2) Cyclic Wind Pressure Loading per FBC, TAS 203-94
along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit
and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No.
100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and
sealed by Rick Curkeet, P.E.
C.
so
l9
Submitted under NOA # 02-0729.02"
Laboratory Report Test Date Signature
2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E.
3. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E.
4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E.
CALCULATIONS
1. None.
QUALITY ASSURANCE
1. Miami -Dade Department of Regulatory and Economic Resources (RER)
MATERIAL CERTIFICATIONS
1. None.
F. STATEMENTS "Submitted under NOA # 15-0122.04"
1. Statement letter of code conformance to the 5 h edition (2014) FBC issued by Ronald
I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I:
Ogawa, P.E.
04.r7/70107
Carlos M Utrera, P.E.
Product Control Examiner
NOA No. 17-0406.06
Expiration Date: May 1, 2022
Approval Date: May 4, 2017
E-1
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
Execration Ate 05/01 /2022
By
MIamF-Dade Product
MkCI' MVV
liviAq *1 h
aladimcwk
No !!
B
WALL LENGTH -
Stud Spacing at 115' O.C.
I
Ste*
Nails at 16' O.C. (typ.)
318, Mihimum Edge Distance
A«_ Sheathing fastener, as described in
Note 1
Panel fastener, as described in
Note 2
HardiePanel, Cempanel,
Prevail Panel Siding
Water -resistive barrier per
Florida Building Code Section
1404.2
IN,
5/8" thick / 5 ply APA rated
plywood sheathing fastened in
accordance with Florida Building
Code Section 2322.3
2" X 4" S-P-F Wood Studs
The wall and soffit frames are m be designed
by the Architect or Engineer of Record in
compliance with the Florida Building Code.
PRQDUC[.E_SCMPTI0 1
SEE 1 IardiWP e_ Cempanel®, &
DETAIL A Prevail® Panel Siding materials are
nonasbestos fiber -cement products
5/8" thick 16 ply APA rated tested in accordance with ASTM
plywood sheathing in C1186 Grade 11, Type A and meeting
a=dence with Florida the requirements ofthe Florida
Building Code Section Building Code.
23223
M-9 RItN IyS PM
Water -resistive Width Length Thickness
barrier per Florida q' 8,9,10' 5/16"
Building Code
Section 1404.2 DESIGN PRES Mag-BATING
2' X 4" S-P-F Installation Design Pressure
Wood Studs Wood Studs -76 psf
r
HardiePanel, Impact Resistant-
Planks installed over 5/B" thick / 5 ply
Of g.g Cempanel,
APA rated plywood sheathingPrevailPanel
Siding
klgf DlE,I t ]CEMP NEL, PRNAILEANEI.LSID NG INSTA_.LAO I DETA1.4$
All installation shell be done In conformance with this Notice of Acceptance, the manufaoturees
installation recommendations, and the applicable sections of the Florida Building Code.
Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be
designed by an Engineer or Architect per the Florida Building Code and the requirements of this
N.OA
LWOW 1] 50 thick / 5 ply APA rated plywood sheathing shall be attached to the studs In
accordance with Florida Building Code Section 2322.3.
plywood sheathing supporterThesidingpanelsshallbeinstalledover5/8' thick 15 ply APA rated pl yw
by a minimum of 2"X4" S-P.F wood studs spaced a maximum of 16.O.C.
Note 2] The siding panel fastener shall be a 2" long, 0.223" head diameter, 0.092" shank
diameter, corrosion resistant siding nail; the fasteners shall be spaced at 6" O.C. at p ratratedandintermediatestuds; the fasteners shall be driven through the 5/8" thick / 5 ply APA
plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from
comers.
HARDIEPANEL, CEMPANEL, PREVAIL PANEL
INSTALLATION DETAILS WOOD STUD CONSTRUCTION
James Hardie Building Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
A I I PNL-PLK--SOFF
Creator. E. Gonzales IscuE 1n" =1' 0° Date: 4/24/2013 Isrrr:m 1 OF 12
Fastener Spacing per Florida
Cladding
Building Code Section 2322.3
16.00in.
I . FramingI
iStt97NCi tEv1s» ' I • Fastener Spacing per Florida Sheathing
o 0"giodg whir Ot•fA°rib Building Code Section 2322.3
BdIffins Coec
Aooepww NO 12 I • I
Pmdud
I I I I ,'rrrrr
rtcoDucTlv PRODUCT RENEWED
wep}yi widtdrlElor a as complying with the Florida
Baalft
a-Gt /t,c'7 Building Code
trio NOA-No. 17-0406.06
Exptratlon 05/01/2022 .per : STA •
By,
t Prodoa Contmt
Miami- a duct Co tro -
tS ' "" J0Noil'' siFiAMING
NOMINAL
2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE WITH3-11T 16d COMMON NAILS (2 PER TOP AND NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) BOTTOMCONNECTION) THE
WALLANd SOFFIT FRAMESARE TO BE DESIGNED BY
THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE
WITH THE FLORIDA BUILDING CODE SHEA_
T.}lNG NOMINAL
5/8" THICK / 5 PLY APA RATED PLYWOOD HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING
FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG
CODE SECTION 2322.3 • • (S' tApbINGJames Hardie Building Products, Inc. THE
PANEL IS FASTENEb WITH 2• LONG, 0.223 HEAD DIAMETER,
0.092'•' SHANK DIAMETER, CORROSION 1°
Fontana,
a, CA 92337 Avenue
RESISTANT
SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL
EDGES AND INTERMEDIATE STUDS Phone: 909-356-6300 sae Fscu No own No Fax
909-421-0634 A PNL-PLKSOFF Creator.
E. Gonzales sou.e 1• =1'-0" Date: 4/24 2013 sr+w 2 OF 12 1
PRO[
as con
Bulldir
NOA—N
Expira
By_
Mlaml-
WALL.
L
i WALL LENGTH
Stud Spacing at 16" O.C.
a l Flat;me
rro J/1.v7
3/8" Minimum Edge Distance
0121 ''
No, 21
STATE '
4' "kOR10
I /ONAII
Nails at 6" O.C. (typ.)
QFLA4.A_
Sheathing fastener, as
described in Note 1.
BELLhe-FkW& ir\`
Panel fastener, as described In
Note 2
HardiePanel® Siding
r 1 IL
Water -resistive barrier perr
Florida Building Code Section
1404.2
0
1UCT RENEWED
iplying with the Florida
9 Code
o. 17-0406.06
5/8" thick / 5 ply APA rated
plywood sheathing fastened
to metal studs as descibed
in Note 1.
Ion D e05/01/2022 209a, 3-5/8" X 1 5/8" Metal C-stud
The wall and soffit frames are to be designed
a e Product Control by the Architect or Engineer of Record In
I compliance with the Florida Building Code.
SEE
DETAIL A
518" thick / 5 ply APA rated
plywood sheathing fastened
to metal studs as described
in Note 1
C--110BJL4
Water-reststive
barrier per Florida
Building Code
Section 1404.2
20ga. 3-5/8" X 1-6/8"
Metal C-stud
p$Qt CMr;-Mr;
HardlePanel®, Cempanel®, & PI'evailO
Panel Siding materials are nonasbestos
fiber -cement products tested in
accordance with ASTM C1186 Grade II,
Type A and meeting the requirements of
the Florida Building Code.
9KI;4R N9N S 0_N.s.
Width Length Thickness
4' 8,9,10- 5/16"
QESIG_N 3ESSURE RATJfJ_G_
Installation Design Pressure
Metal Studs -104 psf
HardlePanel, Impact Resistant —
Cempanel, Panel installed over 618" thick / 5 ply
Prevail Panel APA rated plywood sheathing
Siding
tjAFRDIJ=PAiJ LyCEMPg VFsL PgE(AIL PAJ 1F,,_SIDING it_yS-1k- L.LAnoN_D_iumi-S
All installation shall be done In eonforman6e with this Notice of Acceptance, the manufacturers
installation recommendations, and the applicable sections of the Florida Building Code.
Metal studs where HardiePanel, Cempanel, Prevail Panel Siding will be Installed shall be
designed by an Engineer or Architect per the Florida Building Code and the requirements of this
N.O.A.
Note 115/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc
at panel edges and all intermediate supports using a No.6-18, 0.315" head diameter x 1-1/4' long
bugle head screw
The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing
supported by a minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a ma)dmum of 16"
O.C.
Note 21 The siding panel fastener shall be a minimum No. 6-18, 0.315" head diameter X 1-5/8"
long' ribbed bugle head screw ('or screw shall have at least 3 full threads penetrating metal
framing); the fasteners shall be spaced at 6" O.C. at panel edges and Intermediate studs; the
fasteners shall be driven through the 5/8" thick / 5 ply APA rated plywood sheathing into metal
studs located at 16" O.C.
Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from
comers.
Phone.909-356-6300 SUE
Fax 909A27-0634 A
Creator. E. Gonzales SCALE
HARDIEPANEL, CEMPANEI, PREVAIL PANEL
fNSTALLATION DETAILS METAL STUD CONSTRUCTION
James Hardie Building Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
PNL-PLKSOFF
11r c 11-0" 1 Date: 4/24I2013 ISHEET 3 OF 12
6.00in.
6.001n.
I
I I•I
I
PRODUCT RENEWED • .
as complying with the Florida
3ullding Code
NOA-No. 17-0406.06 T
xplration te05/01/2022 6.00in.
y
PRODUCTbtEvtsw
ea complying with the irlmt b
Air» /" 13Ir-T
t F piratioovox l '%
By
Mcmu adcE'rodadt+atrol
I
II
I•
I
6.00in. I
II•
II
II
I
PRCDtyCi REME
o c'+ot0il^nf3 aiih the Fbrida
orae c
i • mite fted d.
F_M—KI -G
NOMINAL 20 GAUGE 3-5/0
FASTENED WITH 518, WAFER HEAD SCREWS (
8' STEEL D2 PER TOP
AND BOTTOM CONNECTION)
THE WALL AND SOFFIT FRAMES ARE TO 8E DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
adJEA- JF )NGNOMINAL 5/8 THICK / 5 PLY APA RATED PLYWOOD
SHEATHING TO METAL STUDS AT 6" OC AT PANEL
EDGES AND ALL INTERMEDIATE SUPPORTS USING A
NO.8-18, 0.315' HEAD DIAMETER X 1-1W LONG BUGLE
HEAD SCREW
CLADDINGTHEPANEL IS FASTENED WITH NO. 8A8, 0.315" HEAD
DIAMETER X 1-5/8' LONG CORROSION RESISTANT
RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT
LEAST 3 FULL THREADS PENETRATING THE METAL
FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES
AND INTERMEDIATE STUDS
6.00in.
Cladding
Framing
II
Sheathing
II
I.1
I I
II
I•I .I
I I I I OGA
4,
I I I I ,III y
0. 121
STATE OF ' •
I' I
I
I O FCO R10Q' • • '-i'
s/ONA
FOR METAL AND WOOD STUDS. PROVISIONS FOR
TY LOAD
NOT PARTF TDIAPHRAGM
H
S APPROVAL (MUST PROVIDE ALTERNA ES O PROVISIONS FORESELOADS)RE HARDIEPANEL,
CEMPANEL,
PREVAIL PANEL INSTALLATION DETAILS
METAL STUD CONSTRUCTION James Hardie
Building Products, Ina 10901 Elm
Avenue Fontana, CA
92337 Ei1ZE fSGid
NO ammo hone: 0.
3 300PNL-
PLK-
SOFF Fax 94
A Creator: E
Gonzales sage Date: 4124/2013 sneer a OF 12
T
WALL
i
WALL LENG
SEE
Stud Spacing at 16" O.C. l7ETAtL A
ds oort$lYio with {qe Floods I fie• . - I Bw"cdit I a-, I,t % =1
r r ! l:xpira{,orr » 7 I
s15
1-
s
1 Mi ode 1'rodrrtl Coohol
3!4" Minimum Edge Distance Nails at 16" O.C. (typ.)
DETAIL A
t , .. ,. •'777f i1i5
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
Sheathing fastener, as
described in Note 1
Siding fastener, as
described in Note 2
HardiePlank,
Cemplank, Prevail
r Lap Siding
Water -resistive barrier
per Florida Building
Code Section 1404.2.
1
W 5/8" thick 15 ply APA rated
plywood sheathing fastened
r In accordance with Florida
Building Code Section
2322.3
Expiration te05/01/2022 2"X 4' S-P-F Wood Studs
The wall and soffit frames are to be designed
By by the Architect or Engineer of Record in
Miami ii a Product Control compliance with the Florida Building Code.
MpQUS vacgalNT N
HardiePlank®. Cemplank®, &
Prevail® Plank Lap Siding materials
5/8" thick 15 ply APA are nonasbestos fiber -cement
rated plywood products tested in accordance with
sheathing in
ASTM C1186 Grade 11, Type A and
accordance with meeting the requirements of the
Florida Building Code Florida Building Code.
Section 2322.3 PAN E DJD -- _ SIGNS - Water -
resistive Wid.dthLength Thickness barrier
per Florida 59-112' 12' 5/16" Building
Code Section
14042 ' QFSIGN-PRF_SSI.RtyRA:1 NQ 2"
X 4" S-P-F Installation Design Pressure Wood
Studs Wood Studs -92 psf Lap
Siding Impact Resistant - Planks
Installed over 5/8" thick / 5 ply 001.114" ialt X 5/16" APA rated plywood sheathing Bthick
starter strip FigE201J=
P_L 9 KLCEfiIIPLgN(PRE-AL L?A SIDINGJNSYALLA_T OR0 __J . All
Installation shall be done in conformance with this Notice of Acceptance, the manufacturer's Installationrecommendations, and the applicable sections of the Florida Building Code. WoodstudswhereHardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an EngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthisN.O.A. Note
1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs In accordance with
Florida Building Code Section 2322.3. Planksshallbeappliedhorizontallycommencingfrom the bottom course of the wall with 1AW wide laps
at the top of the plank such that the exposure area of each plank is:5 6-1/4" vertically. Note21Thesidingfastenershallbea2-1/2' long, 0.223" head diameter, 0.092" shank diameter, oorroslon-resistant siding nail; The siding is fastened S 8-1/4" O.C. vertically and 16" O.C. horizontally: fastenersaredrivenintowoodsWdsthrough518" thick / 5 ply APA rated plywood sheathing, fasteners areplacedIntheoverlappingareaapproximately3Wfromthebottomedgeoftheoverlappingplank. Vertical
Joints shall be placed over studs. Theplanksshallbeinstalledover5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum
of 2"X4" S-P-F wood studs spaced a maximum of 16" O.C_ Fasteners
shall have a minimum edge distance of 3/8". HARDIEPLANK,
CEMPLANK, PREVAIL LAP SIDING, INSTALLATION
DETAILS WOOD STUD CON5TRUCTION James
Hardie Building Products, Inc. 10901
Elm Avenue Fontana,
CA 92337 hone:
909-356-6300 size FSC:M HO D1hG NO Pax
909-427-0634 A PNL-PLK-SOFF Creator.
I- Gonzales SCALE 1/2" = t' o' Date: 4124/2013 s+eET 5 OA 12
Fastener Spacing per Florida
Building Code Section 2322.3 16 in OC Cladding
I ! • I • Framing
Fastener Spacing per Florida Sheathin
PRODUCT RENEWED Building Code Section 2322.3
9
F
as complying with the Florida ' I
Building Code INOA-No. 17-0406.06 •,_...__ __
0.75in Expiral;lon D e05/01/2022
Miami-aBY-
Miami-
lYadre Product Control PRG
WCT REV SED as
vompiyiog with the 1 krigbk , awi
Cods; ter `
se.
251n. mimo.
Pe produa?T FRMINC
NOMINAL
2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH
3-1/2' 16d COMMON NAILS (2 PER TOP AND BOTTOM
CONNECTION) THE
WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY
THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE
WITH THE FLORIDA BUILDING CODE SHEATHING.
NOMINAL
5/6" THICK / 5 PLY APA RATED PLYWOOD SHEATHING
FASTENED IN ACCORDANCE WITH FLORIDA BUILDING
CODE SECTION 23=3 CLAQDJJ(
G PLANKS.
OVERLAP 1-1W THE
EXPOSURE IS 58-1/4" THE
PLANKS ARE FACE NAILED WITH 2-1/2• LONG, 0.223" HEAD
DIAMETER, 0.092" SHANK DIAMETER, CORROSION - RESISTANT
SIDING NAILS, -PLACED 3/4' UP FROM THE BOTTOM
EDGE OF THE PLANK AT EACH STUD LOCATION MoDUC17RI
Vtsm S•• b onatpt
with Itye ffta" I i ralS
rzNo. 121 •`• ey i .
de
s1, O : STATE OF , 'qQ A SZONAL FOR
METAL
AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND NAVO LOAD ARE NOT PART
OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK,
PREVAIL LAP SIDING INSTALLATION DETAILS
WOOD STUD CONSTRUCTION Jamea Hardie
Building Products, Inc. 10901 Elm
Avenue Fontana, CA
92337 A I
I' PNL-PLK-SOFF 11
Stud Spacing at 16' O,C.
li i
PR a
M Hdu
WALL
ii DigitIEIGHT
tsy
Mine
i I .......... - -
B 4---
3W Minimum Edqe Distance
QETAII
Yu Flaria
NGTH SEE PIIg01-1C7•DESC IP LQhI
DETAIL HardiePlank6i,•Cemplank®, and
518^thick/ 5 piyAPn Prevails Plank Lap Siding materials
rrated plywood r __....._.. __.._.... __._ / are nonasbestos fiber -cement ri
sheathing
fastened products tested In accordance with ASTM
C1186 Grade II, Type A and 1: !
to metal studs as described
In Note 1 meeting the requirements of the II
t°• 1 ; (N '_! Florida Building Cade. Water
resistive barrier
per Florida )'L&, Ih K IgQWS_LQ•IS Building
Code Width Length Thickness Section
1404.2 5 9-11T 12' 5/16" M7
4oc4dci
Coe ut i ` 74 ; I I ': I ` 20ga, 34M' X 1.5/8' DESIGPR•
ESSURE_RAIJ Metal l:rsWd N I
F
Installation Design Pressure HardiePlank, Metal
Studs -92 _lsf L.._.-- _ ._ _ s • G\
7
Cemplank, Prevail p
cS' Lap
Siding
Impact Resistant — Nails at 16"
O.C. (typ,) %DIVAL I 1-11a' tall
X 5I18• Nick Starter ship
APA Installed over
5/
8" thick / 5 ply APA rated plywood
sheathing Sheathing fastener, as
described in Note
1 Siding fastener, as
described in Note
2 IHardiePlank, Cemplank, Prevail
Lap
Siding
Water -resistive barrier
per Florida
Building Code Section
1404.2
I ( 5/8"
thick / 5 ply APA rated PRODUCT RENEWED L
plywood sheathing fastened. to as complying with
the Florida metal studs as described in, Building Code Note
1 NOA-No. 17-
0406.06 Expiration 05/01/
2022 20ga, 3S/8" X 1-5/8" Metal C-stud The wall and
soffit frames are to be designed By by the
Architect or Engineer of Record in Miaml-ftdi Product
Control compliance with the
Florida Building Code. FIat2DIFplANfC CEMPI.ANIC,
REVAIL P $Il7.j G 1N,S I Li?IQN DERAILS All installation shall
be done in conformance with this Notice of Acceptance, the manufacturer's Installation recommendations, and the
applicable sections of the Florida Building Code. Metal studs where
HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect
per the Florida Building Code and the requirements of this N.OA Note 11 5/
8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oo at panel edges and all
intermediate supports using a No.B-18, 0.315" head diameter x 1-1/4" long bugle head screw Planks shall be
applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at the top of
the plank such that the exposure area of each plank is s 8-1/4" vertically. Note 2] The
siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1W long' bugle head screw over metal
studs (*or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened s 8-
IM' O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 518" thick / 5 ply
APA rated plywood sheathing,'fasteners are placed in the overlapping area approximately 3/4' from the bottom
edge of the overlapping plank. Vertical joints shall
be placed over studs. The planks shall
be Installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-
5/8" X 1-5/8" Metal Catuds spaced a maximum of 16" O.C. Fasteners shall have
a minimum edge distance of 3/8". HARDIEPLANK, CEMPLANK, PREVAIL
LAP SIDING INSTALLATION DETAILS METAL
STUD CONSTRUCTION James Hardie Building
Products, Inc. 10901 Elm Avenue
Fontana, CA 92337
Phone: 909-356-
6300 SIZE FSCM No Ow3 No Fax 909-427-
0634 A PNL-PLK SOFF Creator: E. Gonzales
SCALE 112" 41'-0" Date: 4124/2013 1 SNEER' 7 OF 12
6.00in.
I
6.00in.
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06 _
0.75in T' Explration,D te06/0112022
T
By
Miami-aMiarni-trafe Product Control 16
In. OC I
6.
00in.00 I I I. •
I
I .
I it
an
cmaplyi a wi& die Flaride A,
coptmoc No. i-•- -
u l r
oe 58.
251n. FR
MIN NOMINAL
20 GAUGE 3.5/8" X 1-5/8" STEEL STUDS 16' O.
C. FASTENED WITH SW LONG RIBBED BUGLE HEAD SCREWS (
2 PER TOP AND BOTTOM CONNECTION) THE
WALL AND SOFFIT FRAMES ARE TO 9E DESIGNED BY
THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE
WITH THE FLORIDA BUILDING CODE SHEATh(
ZJG ' NOMINAL
5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING
TO METAL STUDS AT 6" OC AT -PANEL EDGES
AND ALL INTERMEDIATE SUPPORTS USING A NO.
8-18, 0.315" HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD
SCREW 9i
Q.EIG PLANKS
OVERLAP 1-1/4" THE
EXPOSURE IS 5 8-1/4" THE
PLANKS ARE FASTENED WITH NO. 8-18. 0.315" HEAD
DIAMETER X 2-1/4' LONG CORROSION - RESISTANT
RIBBED BUGLE HEAD SCREWS (SCREW SHALL
HAVE AT LEAST 3 FULL THREADS PENETRATING
THE METAL FRAMING), PLACED 3W UP FROM
THE BOTTOM EDGE OF THE PLANK AT EACH STUD
LOCATION l
i
Cladding Framing
Sheathing
o
I TATE OF ' c FOR
METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT
PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) tilHARDIEPLANK,
CEMPIANK,
PREVAIL LAP SIDING INSTALLATION
DETAILS METAL STUD CONSTRUCTION James
Hardie Building Products,.inc. l10901ElmAvenueFontana,
CA 92337 0hone:
909-3% 6300 Sir* rSCw rm owa No Fam
909-427-0634 A PNL-PLK-SOFF Creator.
E. Gonzales SCAM 1" =1'-0" owe: 424/2013 S;Er 8 OF 12 1
ALL LENG1
Stud Spacing at 16" O.C.
r
I
I
i
WALL
IEIGHT
i
3/8" Minimum
4QA1L,A
Nails at 4" O.C.
Distance
Soffit fastener, as
described in Note 1
PRODUCT RENEWED
as complying with the Florida 1BuildingCode
NOA-No. 17-0406.06 HardleSoffil, Cemsoffit
Expiration e05/01/2022
By '
Miami- a e Product Control
Io
j
Minimum 2" X 4" S-P-F Wood Studs
The wall and soffit frames are to be
designed by the Architect or
Engineer of Record In compliance
With the Florida Building Code. P
SEE
DETAIL A
I
2" X 4" S-P-F
Wood Studs
HardieSof%
Cemsofnt
bd
SEA] L-N-BzB-
typ•)PR6MC1' RSVL%W
9aawoyuvo0CCO& with
I Ftorf4 gr
t
PM" Per .
oi7tLc u sc lglrt0.(`i HardieSof * &
Cemsoffit® materials are nonasbestos
fiber -cement products tested in accordance
with ASTM C1186 Grade 11, Type A and
meeting the requirements of the Florida Building
Code. SIQEELT
IMEN$IOIJ3, Width
Length Thickness 4'
8' 1/4" D15,
gIQRR1-S_SU_RE8&T.1-N(j Installation
Deslgn Pressure Wood
Studs -70 psf OGAW/
No.
4 21 STATE
OF JARDIESO-
ff-EjCE.(VISGFFT NEL_[t IStQ1 4JJOnI pEJ.9.lLs All
Installation shall be done In conformance with this Notice of Acceptance, the manufacturer's Installation
recommendations, and the applicable sections of the Florida Building Code. Wood
studs where HardleSoffit, Cemsofft will be installed shall be designed by an Engineer or Architect
per the Florida Building Code and the requirements of this N.O.A. The
soffit shall be installed over minimum Z%N1 S-P-F wood studs spaced a maximum of 16" O.C. Noto
1] The soffit fastener shall be a 2" tong, 0.223' head diameter, 0.092" shank diameter, corrosion
resistant siding nail; the fasteners shall be spaced at 4" O.C. at panel edges and intermediate
studs, the fasteners shall be driven into wood studs located at 16" O;C. Fasteners
shalt have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. MODUCrRV4sM
SURAVirtg °
1e Fecrid. ANo
13•-0311,41 13y t
ra&
Pm&wt camw HARDIESOFFIT, CEMSOFFIT
PANEL INSTALLATION DETAILS
WOOD STUD CONSTRUCTION SIZE I
F'SCM NO James Hardie
Building Products, Inc. 10001 Elm
Avenue Fontana, CA
92337 PNL-PLK-
SOFF Creator. E.
Gonzales IscuE I - 1'-0" I bate: 41242913 ISHEET 9 OF 12
16.00in.
Cladding
Framing
PRODUCT RENEWED
as Complying with the Florida .
Bullding Code
NOA-No. 17-0406.06
Expiration Da 05101/2022
ey
4.00in.l Miamh Product Control
PRtlbucr aEmED PRODUC IXE] LSFD
t GA W '
B uldms cone '
A ID 1 ,07
oar o 007
N0. 121
Y * a Mirm tti..Aue1 Caa tol Miam' Ude ProEoet ComeW
STATE OF
E&A-M—LQ
NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED
WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM
CONNECTION)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY
THE ARCHITECT OR ENGINLER OF RECORD IN COMPLIANCE
WITH THE FLORIDA BUILDING CODE
CkADDIN_
THE SOFFIT IS FASTENED WITH 2' LONG, 0.223" HEAD
DIAMETER, 0.092" SHANK DIAMETER, CORROSION
RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL
E15GES AND INTERMEDIATE STUDS
FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE
NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
HARDIESOFFIT, CEMSOFFIT PANEL
INSTALLATION DETAILS WOOD STUD CONSTRUCTION
James Hardie Building Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
Fax 909427-0634 A PNL-PLK-SOFF
Creator. E Gonzales SCALE 1"=1=01 Date: 4/24/2013 SHEET 10 OF 12
WALL LENGTH —
Stud Spacing at 16" O.C.
ems_ i I i
3/8" Minimum
DE C,,LI-6
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
Expiration
By
Distance
w05/01 /2022
Nails at 6" O.C. (typ)
Soffit fastener, as
described in Note 1
HardleSoffit, Cemsoffit
i
20ga, 3- W 41-50' Metal C-stud
LThe wall and soffit frames are to be
designed by the Architect or Engineer
of Record in compliance with the
Florida Building Code..
SEE PRODUCT DFC FZIf?71Q I
OETAILA
HardieSoffit® & Cemsoffit® materials
are nonssbestos fiber -cement products
tested in aeoordence with ASTM 01186
Grade II, Type Aand meeting the
requirements of the Florida Building
Code.
toga, 3-518"X 1-5/8" SQU DIMJE_.$LQN_S,
Metal C-stud
Width Length Thickness
4' 8'
HerdieSotfit,
DESIGN ASSURE RATING
I
Cemsoffit Installation Design Pressure
Metal Studs
I/I W5OL".
ttt3ttt' 1.OG3q
SECTION t3RODUCY REWWO
PRWVCTREVii£D V5conplyiogwkbonFlorida
as cavoying with *4 F10rid 13url N0-
Aeoop000ae No .0 I -al
STATE OF
B'
I'rraAretCaotrol•
Ns sdePwaeetCcn,trol t, •ORIDP •`V
S
NAL N lolls, E{Agp>;SOFFI CEMSOF_F_RPANEL 1NST 1L)7IOt DETAII$ .
O
rrflAllInstallationshallbedoneinconformancewiththisNoticeofAcceptan`&!.10 Ma{lufacturer's
installation recommendations, and the applicable sections of the Florida Building Code.
Metal studs where HardleSofBt, Cemsoffit will be installed shall be designed by an Engineer or
Architect per the Florida Building Code and the requirements of this N.O k
The soffit shall be installed over minimum 20ga, Nominal 3-518" X 1-5/8" Metal C-studs spaced
a maximum of 16" O.C.
Note 1] The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long'
ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal
framing);the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the
fasteners shall be driven Into metal studs located at 16" O.C.
Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" fl'om
comers.
HAROIESOFFiT, CEMSOFFIT PANEL
INSTALLATION DETAILS METAL STUD CONSTRUCTION
James Hardie Building Products, Inc.
10901 Elm Avenue
a
Fontana, CA 92337
hone: 909356-6300 s1zE 11scM No own No REV
Fax 909-427-0634 A . PNL-PLK-SOFF 1
Creator. E.•Gorazles SCALE' irl" ,1'•0" I (late:4124/2013 smu 11 OF 12
6.001n. 16.1010in. Cladding
Framing
6.O oin.
I
PRODUCT RENEWED ' I•
MOiDUCr aEVISW
waoao ' v.it6awftN a pRODs?aRob0
1h9FlOribrascomplyingwiththeFlorida
Building Code
gomm IPbs w9mo7s'S
NOA-No. 17-0406.06
Aowrmw Bal"CA-epte.No 0-0311.07
matron /S
Ir T////
ffii,
gill AW
1
I Expiration 05/01/2022 JB •••
e'Hroi
Miaml-DAdf Product Control ; I
0 ,
CC s
w
PLO
SSI() i
FRAIU iNG
fiiif/Nl
NOMINAL 20 GAUGE 3-516" X 1-5/8" STEEL STUDS 16. O.C. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE
AND BOTTOM
FASTENED WITH WAFER HEAD SCREWS (2 PER TOP NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) AND BOTTOM CONNECTION) -
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
CJAP-Q1111A HARDIESOFFIT, CEMSOFFIT PANEL
THE SOFFIT IS FASTENED WITH NO. 8-18, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION
DIAMETERX 1-1/4' LONG CORROSION RESISTANT RIBBED
BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc.
FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue
SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE • at Fontana, CA 92337
STUDS
Phone: 909-356-6300 srcE r-scm NO owa No RE
Fax 909-427-0634 A PNL-PLK-SOFF 1
Creator. E. Gonzales saa.e 1" = 4 -0" Date: 4/24/2013 SHEET 12 OF 12
PROJECT RIO-2689-17
ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND
FIBER -CEMENT PANELS TO WOOD FURRING SOLUTIONS
JAMES HARDIE BUILDING PRODUCTS, INC.
10901 ELM AVENUE
FONTANA, CA 92337
TABLE OF CONTENTS
PAGE
COVER PAGE 1
EVALUATION SUBJECT 2
EVALUATION SCOPE 2
EVALUATION PURPOSE 2
REFERENCE REPORTS 2
TEST RESULTS 2
TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 2
TABLE 1 B, ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREW AT 10" O.C. 2
JUSTIFICATION OF USING THE RESULTS ON LIGHT GAUGE STEEL FRAMING 2
DESIGN WIND LOAD PROCEDURES 3
TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4
TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 4
TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 4
TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 4
TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 5-6
AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE
REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND THE 2015 INTERNATIONAL BUILDING CODE.
PREPARED BY:
RONALD I. OGAWA & ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
RONALD 1. OGAWA ASSOCIATES, INC.
161135 ALGONOUIN STREET 0"3
HUNTINGTON BEACH, CA 92649
1) 714-292-2602; (F) 714-847-4595
PROJECT: RIO-2669-17
EVALUATION SUBJECT
HardlePaneW Siding
James Hardie Product Trade Names covered In this evaluation:
HerdiePanel6 Siding, CempeneW Siding, Prevail- Pend Siding
EVALUATION SCOPE:
ASCE 7.10
2017 Florida Building Code
20151nternadoral Building Code
2015International Residential Code
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
Wo@jameshardie.com
EVALUATION PURPOSE:
This analysts Is to determine the mammum design 3-second gust wind speed to be misted by an assembly of HardlePanel (Cempenel. Prevail Panel) siding fastened to wood Turnings on dther wood
or metal training with nails or screws.
REFERENCE REPORTS:
1. Interlek Report 102024363000-OOtA, Transverse Iced lest on HardiePend
TEST RESULTS:
Table /a. Results of Transverse Load Testing
Frame Fastener Ulumate Allowable
Test Thidmess Width Spacing Spacing Fastener Type Load Design Loeb:
Report Number Agency m. et. Frame Type ' m. in.) and Dimensions PSF) PSF) Falhse Mode
102024363COO-OD1A Intenak 0.3125 48 2X4 wood stud, 314' thick by
3.5' wide SPF furring
16 6 No. 8 X 1.25' long X 0.323' HD
ribbed bugle head dews
160.7 53.6 pull through /fracture
102024369000.001A Imenek 0.3125 48 2X4 wood stud. 314' thick by 16 8
No. 8 X 1.25' long X 0.323' HD 131.4 4&8 pug through
3.5' wide SPF furring ribbed bugle head screws
102024383COO-OD1A Intenek 0.3125 48 2X4 wood stud, 3/4'thick by 16 12
No. 8 X 1.25' long X 0.323' HD 106.1 35.4 pull through
3.5' wide SPF furring ribbed bugle head screws
102024363000.001A Intenek 0.3125 46 2X4 wood stud' 3(4- Usdk by 16 6
0.090' shank X 0.215' HD x 1.5'
t47.6 49.2 Pun through /fracture
3.5' wide SPF fuming long wing shank rail
102024363000-001A Intertek 0.3125 48
2X4 wood stud, 314' tNdk by 24 6 No. 8 X 1.25' long X 0.323' HD 82.7 27.6 pull through /fracture
3.5' wide SPF furring ribbed bugle head screws
1. All fasteners were installed on tuning without penetration into the framing members.
2. Allowable load Is delermiried from ultimate load divided by a factor o1 safety of 3.
3. HaroiePanal Siding complies with ASTM C1186, Standard SpecOwlion for Grade fl, Type A Non -asbestos Fiber -Cement Flat Sheets
Table 1b. Analysis of Allowable Load for 98 Screw at IV O.C.
98 Screw Spacing
Fastener Spacing (in.) 8 12 10
Frame s tirr In. 16 16 16
Fastener Tnbuta area lt' 0.89 1.33 1.11
Allowable load 43.8 35.4 38.8
Individual fastener load b. 38.9 47.2 43.1 The fastener load for 98 screw 9110' O.C. was calculated as the average of the test results for 6' and 1Y O.C.
The allowable load for e8 screw at the spacing of Vr O.C. Into furring can be calculated by interpolating the results of same fastener at 6' and 12' O.C., since both teals had same failure mode o1
fastener pug through from the panels. As shown in the able, the allowable load for 08 screws installed at 10' O.C. to wood furring is 38.8 psi.
Justification of Using the Results on Light Gouge Steal Framing
In the vAccl configurations. an fasteners were attached to furring only, so whether the hung is attached to wood or sled framing does not affect panels' transverse load capacity. It's the pro)ed
engineer's responsibility to ensure the furring a0aduent and training memebers to have sufficient load capadties.
RONALD 1. OGAWA ASSOCIATES, INC.
16635 ALGONQUIN STREET 0443
HUNTINGTON BEACH, CA 92649
T) 714-292-2602; (F) 714-847-4595
PROJECT: RI0-2669-17 JAMES HARDIE BUILDING PRODUCTS, INC.
I-OW542-7343
inloGjameshardie.com
DESIGN WIND LOAD PROCEDURES:
Fiber -cement siding transverse load capacity (vend load rapacity) is determined vta compliance testing to Um verse load national test standards. Via the transverse load testing an allowable design
load is determined based on a facto of safety of 3 applied to the ultimate test load.
Equation1, q6-0.00256-VK.-KfVT (ref.ASCE 7.10equation 30.3-1) q, .
velocity pressure at heigN z K, ,
velocity Pressure exposure Coefficient evaluated ef hergN z Ka ,
topographic factor Equation
2. K. ,
wind directionality factor V ,
basic wind speed (3-second gust MPH) as determined from 2015 IBC Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures 2&S-1A, B, or C V=
V,a (wet. 2015 IBC Section 1602.1 de9ni(Pons) Vw ,
ultimate design wind speeds (3-second gust MPH) determined from 2015 IBC Figures 1609.3(1), (2). or (3); ASCE 7-10 Figures 26.5.1& B, or C Equation
3, p=V(GC.GC,) (ref. ASCE 7-10 equation 30.6.1) GC.,
product of external pressure coefficient and gust -effect factor GCO .
product of internal pressure coefficient and gust -effect rector P ,
design pressure (PSF) fo siding (allowable desgn load for siding) To
determine design pressure,, substitute q, into Equation 3, Equation
4, P=0.00256'K.'Ka'K.'V,."(GC.-GC,.) Allowable
Stress Design, ASCE 7.10 Secbon 2.4.1. load combination 7 Equation
5, 0.6D • 0.6W fret. ASCE 7-10 section 2.4.1. food combination 7) D .
dead load W ,
wind load To
determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (dawgui pressure) determined from equation 4 Equation
6, P.W - 0.6'(P) EquationT.
per.-D.610.00256'K.'K,.•K.'V,as'(GC,GCj) Equation
71s used to populate Table 3. 4, and 5. To
determine the allowable u&mere basic wind speed for Hardie Siduig in Table 6, schv Equation 7 for V,., Equation
6, V. _(p.M.6.0.OD256•K,'K.'K.'(GC.GC,,,))" Applicable
to methods spaciaed in Exceptions 1 through 3 of 2015ISC SecW 1609.1.1., to determine Oro allowable nominal design wind speed (Vasil) for Hardie Srtlerg in Table 6, apply the WnveMbn
lbmrtrla bebW. Equation
9, V. - V. - (0.6)" /ref 201518C Section 1609.3.1) V_. ,
Nominal design wind speed (3-second gust mph) /wet. 2015 IBC Secbort 1602.1) 0
RONALD I. OGAWA ASSOCIATES, INC.
16835 ALGONOUIN STREET 0"3
HUNTINGTON BEACH, CA 92649
1) 714-292-2602; (F) 71"47.4595
PROJECT: RIO-2689.17
Table Z Coefficients and Constants used in Determining V and P,
K, Wag Zone 5
Height (it) Exp B Exp C Exp D K. Ke GC GC
0-15 0.85 1.03 h960 1 0.85 1.4 018
20 0.9 1.08 1 085 1.4 0,18
25 0.94 112 1 0.85 1.4 0.18
30 0.98 1.16 1 0.85 1.4 0.18
35 1.01 1.19 1 0.85 1.4 0.18
40 E0.755
1.04 1.22 1 0.85 1.4 0.78
45 7.065 1.245 1 0.85 1.1 0.18501.09 1.27 8 1.1 018551.11 1.29 1 0.85 1.1 0.18601.131.$1 0.85 1.1 0.t810016r1.43 h>W 1 0.85 1.8 a18
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888542-7343
inio@jemesherdie.com
Table 3, Allowable Stress Design - Component and Cladding (C3C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B,
nd Speed 3-secondoust) 100 105 110 115 120 130 140 150 160 170 18D 190 200 210
Height A B B B B B B B B B B B B B B
0.15 14.4 15.9 17.5 19A 20.8 24.4 2&3 32.5 37.0 41.7 46.8 52.1 67.8 63.7
20 14A 15.9 17.5 191 20.8 24.4 26 3 32.5 37.0 41.7 46.8 52.1 57.0 63.7
25 14.4 15.9 17.5 19.1 20.0 24 4 28.3 32.5 37.0 41.7 45.0 52.1 57.8 63.7
30 14A 15.9 17.5 19.1 20.0 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
35 15.1 16.6 1&2 1&9 21.7 25.4 29.5 33.9 38.6 43.5 4&6 54.4 60.2 66.4
40 15.7, 17.3 19.0 20.7 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 N.1
45 1&2 17.9 19.6 21.4 23.3 27A 31.7 36.4 41.5 46.8 57-5 58.5 64.8 71.4
50 16.7 18.4 202 22.1 24.1 282 37-7 37.6 42.8 48.3 54.1 60.3 66 8 73.7
55 17.1 18.9 20.7 22.8 24,7 28.9 33 6 38.5 43.1 49.5 55.5 61.8 68.5 76.5
t B. 4
100 25.6 28.2 31.0 33.8 36.9 43.3 502 57.6 65.5 74.0 62.9 92.4 102.4 112.9
Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C.
d Speed 3-seaDndgust) 1DD 105 110 115 120 130 140 150 '1 160 170 180 190 200 210
Height (it) C C C C C C C C C C C C C C
0.15 17.5 19.3 21.2 23.2 25.2 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 77.3
20 18.6 20.5 22.5 24.6 26.7 314 36.4 61.8 47.5 53.7 60.2 67.0 74.3 81.9
25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 85.5
30 20.2 22.3 24.5 26.7 29.1 34.2 39.6 w5.5 51.8 564 65.5 73.0 8D.9 89.2
35 20.8 23.0 252 276 30 0 35.2 40 6 46.9 53.3 60.2 67.5 75.2 83.3 91 9
40 21.5 23.7 26.0 2&4 30.9 36.3 4Z0 48.3 54.9 62.0 69.5 77.4 85.8 94.6
45 22.0 24.2 26.6 29.1 31.6 1 -37.1 1 -43.1 49.4 56.2 63.5 71.2 79.3 87.9 96.9
50 22.5 24.8 272 29.7 311 38.0 14.1 50.6 57.6 65.0 72.9 612 69.1 98.2
S5 22.9 252 27.7 30.3 33.0 38.7 44.9 51.5 58.6 66.2 74.2 02.7 87,6 101.0
50 233 2 39.4 4 1
100 U6 35.9 39.4 43.1 469 55.0 63.8 73.3 1 53.4 94.1 105.5 1 -117.6 1 •130.3 143.8
Table 6, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds • Wind Exposure Category D,
tl S 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210
Height (R) D D D D D O D D D D D D D D
D-15 21.2 23A 25.7 2111 30.6 35.9 41.5 47 8 54,4 61.4 68.8 76.7 65 0 43.7
20 22.3 24.6 27.0 29.5 32.1 37.7 43 7 50.1 57.0 64.4 72.2 90.4 89.1 98.2
25 231 25.5 28.0 30.6 33.3 39.0 45.3 52.0 591 66.6 74.9 83 4 824 101.9
30 23 9 26.4 29.0 31.6 34.5 40.4 J6 9 53 a 61.3 69.2 77.5 86.4 95.7 105.5
35 24.5 27.1 29.7 325 35.3 41.5 481 55.2 67-8 70.9 79.5 88.6 98.2 108.3
40 25.2 27.7 30.5 33.3 36.2 42.5 49.3 58A 64.4 72.7 F5 90.9 100.7 111.0
45 25.7 28.3 31.1 34.0 37.0 13.4 50 3 57.8 65.7 74.2 83.2 97-7 102.7 113.3
50 26.2 28.9 31.7 34.6 37.7 44.3 51.3 58.9 67.1 75.7 84.9 94.6 104.8 115.5
55 26.6 29.3 322 35.2 38.3 45.0 5,Z2 59.9 68.1 76.9 66.2 86.1 106.4 117.4
so 9.8 4 1 .1 1 .
1D0 37.0 40.6 44.7 48.9 53.2 62.5 72.5 63.2 94.8 t06.8 119.8 133.4 147.9 163.0
Tables 3, 4, end 5 are besetlxn ASCE 7-10 and consistent with the 2015 IBC, 2015 IRC
pGAWA
RONALD I. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET "43
HUNTINGTON BEACH, CA 92649
T)714-292-2602;(F)714-847-4595
PROJECT: RIO-2689.17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-S42-7343
info@jameshardle. corn
Table 6, Allowable Wild Speed (mph) for HardiePonel Siding (AnaVical Method In ASCE 7-10 Chapter 30 CdC Pall 1 and Part 3)'
Design Wnd, Speed,
V.ss
Applicable to methods
specified in 12015 IBC,
2017 FBq Section
609 1.1. as detemdned b
Pin 518C, 2017 F9q
Figures 1600.3(t), (2). or
3).
11.e --., rw ,d--
Allowable, Normnd
Design Wind, Speed,
Vr 4s,
Applicable to methods
specified in Exceptions 1
though 3 of 1201619C.
2017 FBCI Section
1009.1.1.
used in Table 9 calculations for
Product
MinimumFastener
Thickness
can.)
Width
in.)
Fastener
Type Spacing Frame Type
Stud
Spacing
Building
Hdghlt e
00
B C D B C D
Allowable
Desrpu LoM
PSI) ExpB E1pC Em0 Kn K. OC. GCr
HardiePeneW Sme 48
No. B %
1.26' long
X 0.323'
HD ribbed
bugle head
scre"
6' O C.
Into
paring
only
2X4 wood or
20 ga. steed
framing. 3!1'
thick by 3.5'
wide wood
fumng 1•ra
16
D•15 193 176 159 149 135 123 53.6 0.70 0.85 1.03 h$60 1 D.65 14 0.18
20 193 170 155 149 132 120 53.6 0.70 0.90 1.08 1 0.05 IA 0.18
25 193 166 152 149 120 118 53.6 0.70 0.94 1.12 1 0.65 1.4 0.10
30 193 153 150 149 126 116 53.6 0.70 0.9e 1.16 1 0.95 1.4 0.18
35 189 160 148 6 124 114 SS 6 0.73 1.01 1.19 1 0.85 1.4 0.14
40 185 15e 146 143 122 113 53.6 0.76 1.04 722 1 0.65 IA 0.19
45 172 150 140 133 116 108 33.6 0.113 1.15 1.33 1 0.85 14 0.10
50 179 154 143 139 120 111 WA 0.81 1.09 1.2 1 0.85 1.4 0.18
55 177 153 142 137 119 110 63.6 0.W 1.11 12B 1 085 1.4 0.18
60 175 152 14l 135 117 109 S3 6 0.65 1.13 1.31 t 0.85 1.4 0.18
1D0 145 128 120 112 99 93 WA 0.99 126 1.43 hW t 0.95 1.0 0.18
HardlePand® 5116 49
No. a X
125! king
X 0.323'
HD ribbed
bugle head
screws
B' O.C.
into
furring
only
2X4 wood or
20 ga. Glad
training, 314'
thick by 3.b'
wide wood
furring ,,7a
16
0.15 174 158 144 135 122 111 43 a 0.70 0.95 1.03 h!0 1 0.55 1.4 018
20 171 154 110 135 119 109 43.8 0.70 0.90 1.0e 1 0.85 1./ 0.18
25 174 150 138 135 116 107 43.8 0.70 0.94 1.12 1 0.85 1 4 D.18
30 174 147 135 135 114 105 43.0 0.70 0.90 1.16 1 OILS 1.4 0.18
35 171 145 134 132 112 103 43.8 0.73 1,01 1.19 1 0.0.5 1.4 Fill
40 167 143 132 129 111 102 43.8 0,76 1.04 172 1 0.a5 1.1 0.16
45 164 141 131 127 109 101 Z.8 0.79 1.07 125 t 0.55 14 0,15
50 162 140 129 125 108 100 43.8 0.61 1.09 127 1 0.65 1.4 0.10
55 160 138 128 124 107 99 43.8 0.03 1.11 129 t O.B.S 1.1 0.18
60 158 137 127 122 106 99 ems.$ 0.65 1.13 1.31 t 0.a5 1.4 0.1a
100 131 116 1D7 90 3.8 0.99 126 1.43 ha60 t 0.65 1.8 0.18
HtudiePenel® 5Jt6 18
No 8 X
12S long
0.3lon
ribbed
bugle headbugle
screws
70' O.C.
Into
tuning
only
2X4 wood or
i20 go. eel20go. sled
wide w odwidewood
tuning '.rx
le
0.15 164 149 135 127 115 105 so.$ 0.70 0.55 1.03 hs80 1 0.85 1.4 0.14
20 164 145 132 127 112 102 36.a 0.70 0.9D 108 1 0.85 1.4 OAe
25 184 141 130 127 110 100 M.8 0.70 0.94 1,12 1 0.05 1 4 0 to
30 164 139 127 127 107 99 381 0.70 0.96 1.16 1 O.a5 IA 0.15
35 161 136 126 124 105 97 38 8 0.73 1.01 1.18 t 0.65 1.1 0 1a
40 157 134 124 122 tOd 96 38.8 0.76 1.04 122 1 US 1.
4E0.1
45 155 133 123 120 103 95 30 8 0.79 1.07 125 1 0.e6 1.4
50 152 131 122 Yta 102 94 3s2 0.81 1.09 127 1 0.0.5 1./
55 151 130 121 117 101 94 33.8 0.53 1.11 129 1 0.05 1.4
60 149 129 120 115 10D 93 35.8 0.6.5 1.13 1.31 1 0.65 1.1
100 123 95 38.8 0.99 125 1.43 ha60 1 0.05 1.8
HardiePaned® Sn6 48
No. 8 X
125' long
0.323'
HD ribbed
bugle freed
Screws
12' O.C.
Into
baring
only
2X4 wood or
20 ga. sled
framing, 3/1'
thick by 3.5'
wide wood
furring •,t4
16
0.15 157 142 129 121 110 100 35.4 0.70 0.85 1.03 h%W
1
1 0.55 1.4
20 167 138 126 121 107 98 36.4 0,70 0.90 1.08 1 GAS 1.1
25 167 135 124 121 105 96 354 0.70 0.94 1.12 1 0,85 1.4 0-le
30 157 132 122 121 103 94 35.4 0.70 0.93 1,16 1 O 1.4 0.18
35 153 130 120 119 101 93 354 0.73 1.01 1,19 t 0.85 IA 0.18
40 150 128 119 116 100 92 35.4 076 1.04 122 t 0.65 1.1 0.18
45 148 127 117 115 98 of 35A 0.79 1.07 115 1 0.55 1.1 0.18
50 U6 125 116 113 97 go 354 0.51 1.09 127 1 0.85 1.4 cite
55 114 124 115 Ill 96 89 354 0.83 1.11 129 1 085 4.4 018
60 142 123 114 110 95 89 35.4 0.85 1.13 1 1 1 0.115 1.4 618
100 1 lie 91 35.1 1 0.98 1 126 1 143 1 h>601 1 10.05 1 •1.6 10.118
RONALD I.OGAWA ASSOCIATES, INC. JAMES HARDIE BUILDING PRODUCTS, INC.
16835 ALGONQUIN STREET *443 1-888-542-7343
HUNTINGTON BEACH, CA 92649 into@jameshardie.com
m 714-292-2602; (F) 714-847-4595
PROJECT: RIO-2689-17
Allowable, Ultimate Allowable, Nominal
Design NMd. Speed, Design V4nd. Speed.
V,su, V.r a,
3-second gust mph) 3asoond gust mph)
Applicable to methods
specified of J20151BC. Applicable to mcNods
2017 F8C) Section specified in Exceptions 1 w
1609.1.1. as determined by through 3 611201518C,
12015 IBC, 2017 FBC) 2017 FBC) Section
Figures 1609.3(1), (2). or 1609.1.1.
3) CoeffiCienb used In Table 6 nkubtiolts for
Wnd elmOSurecatenory Vdnd exposure calectory Sidno K
Product
Mudmum
Thickness
in.)
Width Fastener
Type
Fastener
Spacing
on.)
Frame Type
Stud
Spaanp
h)
Building
Heighl'•s
00
B C D B C D
Allowable
Design LOW
Iwl) Enp8 ErpC ExpD K, I K. GC. GCy
Hardit7Penel® 5/76 48
No. 8 %
1.25' long
X 0.323'
HD ribbed
bugle head
screws
W O.C.
into
furring
only
2X1 wood fJ
2098. steel
framing, 3/4'
tick by 3.5'
wide wood
flaring r•1r
24
0.15 138 125 114 107 97 68 27.5 0,70 0.65 1.03 hSW 1 0.55 1.4 0.19
20 138 122 111 107 94 a8 27.6 0.70 0.90 1.08 1 0.65 1.4 0.18
25 138 119 107 92 27.6 0.70 0.94 1.12 1 on 1.4 ate
30 138 117 107 91 27A 0.70 0.98 716 t 0.a5 1.4 0.18
35 135 115 10S Be 27.6 0.73 1,01 1.19 1 0.a5 1.4 0.16
40 133 113 103 88 27.6 0,76 1.04 122 1 OAS 1.4 0.18
45 131 112 101 87 27.6 079 1.07 1.25 1 0.65 1.4 0.18
50 129 111 100 86 27.6 Oat 1.09 127 1 0.96 14 0.1a
55 127 98 27.6 083 111 1.29 t 0.65 1.4 0.18
60 125 97 27.8 0.95 1.13 1.91 I 1 I 0.65 1.4 0.18
100 27.5 0,99 125 1.43 h>60 1 ma5 1.0 0.16
HerdfePenellD 5116 48
Q097
shank %
0.215' HD
x 1.5' long
nng shw*
nail
8. O.C.
into
Raring
Only
2X4 wood or
20 go. steel
framing, 314'
thick by 3.5'
wide wood
ryydng
16
0.15 185 168 152 143 130 118 492 070 0.85 1.03 h$W 1 0.05 1.4 018
20 185 163 149 143 126 115 492 0.70 0.90 1.03 1 M95 1.4 0.18
25 185 159 146 143 123 113 492 070 0.94 1.12 1 0,85 1,4 0.18-
30 195 1S6 143 143 121 111 492 0,70 0.Po 7.16 1 0.95 1.4 0.18
35 78t 154 142 740 119 110 92 073 1.01 7.19 1 0.85 1.4 0.16
40 177 161 140 137 117 108 J9.2 0.76 1.04 122 1 O.a5 14 0.18
45 174 150 138 135 116 107 492 0.79 1.07 125 1 0.85 14 0.18
50 172 148 137 133 115 106 492 0.81 1.09 127 1 0.85 1.4 0.15
55 170 147 136 131 114 105 49.2 0.83 1.111 129 t 0.65 1.4 0.18
60 168 145 135 130 113 105 9.2 O.eS 1.13 1.31 1 0.aS 1.4 0.16
100 139 123 115 1D7 95 89 492 0.99 1 126 1 1.43 1 ha60 t 10.85 1 -1.0 0."
1. Furring shachmem to Structural lramng merrmem or ahem@ M fumng v4dLh shall be designed by an ongnser.
2. Bulking height • mean rot height (m feel) of a building, 9=pt that save height shall be used for roof angle gloss than or equal to 10' (2.12 roof Slops).
3. V. s uhrrrste design wend speed
4. Vim. - non hW design wind speed
5. Linear interpolation of building height IS 60 fi) and wind speed is pamdhed.
6. Wind speed design assurroons per Am"I Method n ASCE 7.10 Chapter 30 C&C Pon 1 and PM 3• K ss1, ".85. GCrs•lA (ItS60), GCea1 8 (ha6D), GCfO 10.
7. Wood tuning shag be pretervatrwe treated per AWPA.
a. Wbod furnng shag be spectf¢ gravity of 0.42 or greater par AFPAMDS: of wood structural panel, cm tormbtg to DOC PSt or DOC PS•2 or APA PRP•108.
LIMITATIONS OF USE:
1) In High Velocity Hurricane Zones (HVHZ) install per MiamFDade County Florida, NOA 17-0406.06
It III011 ii".:'
AWA
NSE' =
cc
12 c
FLpR\OP.'S`',, 2 '• •.......••
FFSSION P_711' 17
PROJECT RIO-2686-17
ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND
FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS
JAMES HARDIE BUILDING PRODUCTS, INC.
10901 ELM AVENUE
FONTANA, CA 92337
TABLE OF CONTENTS
PAGE
COVER PAGE 1
EVALUATION SUBJECT 2
EVALUATION SCOPE 2
EVALUATION PURPOSE 2
REFERENCE REPORTS 2
TEST RESULTS 3
TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3
TABLE 1 B, SHEAR VALUES 3
DESIGN WIND LOAD PROCEDURES 4
TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4
TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5
TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5
TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5
TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7
LIMITATIONS OF USE 7
AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN
COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND
THE 2015 INTERNATIONAL BUILDING CODE. .
PREPARED BY:
RONALD I. OGAWA & ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4'595 FAX
RONALD I. OGAWA ASSOCIATES, INC.
16835 ALGONOUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-26W17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info(dl1amesha rdie.com
EVALUATION SUBJECT
HardtePanetO Siding
James Hardie Product Trade Names covered in this evaluation:
HardiePanel® Siding, Cemparnel(l) Siding. Prevail"' Panel Siding
EVALUATION SCOPE:
ASCE 7-10
2017 Florida Building Code
2015 International Building Code®
EVALUATION PURPOSE:
This analysis Is to determine the ma*num design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood or metal framing
with nags or screws.
REFERENCE REPORTS:
1. Intertek Report 3067913 (ASTM C1186) Material properties HardiePanel Siding
2. Ramtech Laboratories Report IC- 1270-94 (ASTM E330) Transverse Load Test 5116' Thick by 48 inch wide HerdnePenel Siding installed on 2X4 Hem -Fa wood studs spaced at 16 urcAes
on tender with a 6d common galvanized nall
3. Ramtech Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 5/16' Thick by 48 inch wide HardlePenel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 Inches
on center with a 6d common galvanized rha8
4. Ramtech Laboratories, Inc. Report 10868-9711475 (ASTM E330) Transverse Load Test 5116' Thick by 48 inch wide HardiePanel Siding Installed on 2X4 Group III SG=0.36 wood studs
spaced at 16 inches on terrier with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 Inch long ring shank nail
S. Ramtech Laboratories, Report IC.1054-89 (ASTM E330) Transverse Load Test 114' Thick by 48 inch wile HardiePanel Siding installed on 20gauge Metal studs spaced at 16 Inches on
center with a No 8 X 1 in. king X 0.323 in head diameter ribbed bugle head screw
6. Ramtech Laboratories, Report 161055-N (ASTM E330) Transverse Load Test, 114' Thick by 48 Inch wide HardhePenel Siding installed on 20gauge Metal studs spaced at 24 inches on
tender with a No 8 X 1 In. long X 0.323 In head diameter ribbed bugle head screw
7. Remteeh Laboratories, Report 11149.98/1554d (ASTM E330) Transverse Load TesL 1/4' Thick by 48 Inch wide HardiePanel Siding Installed on 20gauge Metal studs spaced at 16 and 24
inches on center with a ETBF 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener
8. Ramtech Laboratories Repo" IC-1273-94 (ASTM E72) Racking Shear Test, 5116' Thick by 48 rich wide HardiePand Siding installed on ZX4 Hem -Fir wood studs spaced at 16 Inches on
center with a 6d common galvanized nail
9. Ramtech Laboratories Report IC-1274-94 (ASTM E72) Racking Shear Test SMS' Thick by 48 Inch wide HardiePanel Siding Installed on 2X4 Hem-FI wood studs spaced at 24 Inches an
center with a 6d common galvanised nag
10. Ramlerh Laboratories, Inc Repo" 10868-97/1475 (ASTM E72) Racking Shear TesL 5/16' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG-0.36 wood studs
spaced at 16 inches on center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nag
11. Ramtech Laboratories Repo" IC-1057-89 (ASTM E72) Racking Sheen Test, 5/16' Thick by 48 inch wide HardiePenel Siding installed on 2X4 Hem -Fr wood studs spaced at 16 and 24
Inches on tamer with a No 8 X 1 In. long X 0.323 in head diameter ribbed bugle head screw
12. Ramtech Laboratories Report 11284-99/1580 (ASTM E72) Racking Shear Test, 5116' Thick by 48 inch wide HardleParhel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 Inches
on terrier with a ETdF 0.100 in. knurled shank X 1.5 In. Irmg X 025 in, head diameter pin fastener ffifffffilAre "," "
OGAINq " SF' _
1 -
1• STATE
OF RID
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
intoMameshardie.cor n
TEST RESULTS:
Table 1 a, Results of Transverse Load Testing
RONALD I. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET "43
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT, RIO.2686-17
Fastener Spacing
tin.1
Allowable
Frame Ultimate Design
Thicknessk48th Spacing Perimeter Feld Load Load'
Report Number Test Ape m.) Frame T in.) Supports Supports Fastener T PS PSF
IC-1270.94 Ramledt 0.3125 2X4 wood Hem -Fr 16 6 6 6d common 149 49.7
IG1270-94 Rermech 0.3125 ZX4 wood Hem -Fir 16 4 4 6d common 236 78.7
IC-1271-94 Ramtecit 0.3125 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3
IC-1271-94 Ramtech 0.3125 2X4 wood Hem -Fir 24 4 4 60 common 143 47.7
0.In. shank X shank in
10868-97/1475 Ramtech 0.3125 48 2X4 wood. SG 2 0.36 16 4 6
HDD % 1..55 in. ring shank hell
90 30.0
Min. No 8 X 1 g X 0,323 inin. long
IC-1054 89 Ramtech flak 48 Min. No. 20 gouge X 3.625 it. X 16 6 6 head diameter ribbed bugle 169.9 56.6
1.375 in metal stud head screw
Min. No 8 X 1 in. king X 0.323 inIG705569Remtedt0.25 48 Min. No. 20 gauge X 3.625 it. X 24 6 6 heed diameter ribbed bugle 91.9 30.6
1,375 it metal stud head screw
ET&F 0.100 loth knurled shank X
11149-98/1554d Ramtech 0.3125 46
Min. No. 20 gauge X 3.625 in. X 16 4 8 1.5 in. long X 0.25 in. head 170 56.7
1.375 In metal stud diameter pin fastener
ET&F 0.100 in. knurled shank X
11149.98/1554d Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 In. X 24 4 8 1.5in. long X 0.25 in. head 101 33.7 1.
375 in metal stud diameter
pin fastener 1.
Allowable Load is the Ultimate Load divided by a Factor of safety of 3. Z.
HardiePonel Siding complies with ASTM C1186, Sfandard Spedliication for Grade If, Type A Norrasbestos Fiber -Cement Flat Sheets. Table
1b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Wells'-t Fastener
Spacing rib1
Frame
Ultimate Allowable Thickness
Width Spacing Perimeter Feld Loads Load' Report
Number Test Agency jinn.) in.) Frame Type in.) supports Supports Fastener T elf) IC1Z73-
94 Ramtech 0.3125 48 ZX4 wood Hem -Fr 16 6 6 6d common 603.8 201.3 IC-
1273 94 Ramtech 0.3126 48 2X4 wood Henn -Fir 16 4 4 6d common 698.8 232.9 IC-
1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fr 24 6 6 6d cmnmon 460.0 153.3 IC.
1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5 4d,
0.081 m.shank X n. 10868-
97f1475 Ramtech 0.3125 48 2X4 wood. SG 20.36 16 4 g shank
h0.a H1.5 in. loop ring shank nail D X595.4
198.5 Min. No
8 X 1 in. long X 0.323 in G1057-89
Ramtech 0.25 48 Min. No. 20 gauge X 3.625 in. X 16 & 24 6 6 head diameter ribbed bugle 990.0 123.8 1375 in
metal stud read screw
ET&F
0.100 in. knurled shank X 11284-99/
1580 Ramlech 0.3125 48 Min. No. 20 gauge % 3.625 in. X 16 4 8 t.5 in. lone X 0.lot, head 1227.0 153.4 1.375
In metal stud la diameter pinfastenerET&F
0.100 in. knurled shank X 1128499/1580
Remtech 0.3125 48 Mln. No. 20 gauge X 3.625 In. X 24 4 8 1.5 in. long X 0.25 in. head 1060.0 132.5 1.375 in metal stud
diameter pin fastener 1. WI
Daaro edges shall
De bupponeo cry rramrip. i-aners Flab De appiran wrtn ine long aimension eurer parHgel yr perperwrcraar tv c1aa5. 2. The maximum height-loaength
ratio for construction in this Table is 2:1. (1 0 G A 'pit' -
3. In the slat] namedassembliestheallowableloadisbasedontheaverageloadat118Inchnetdeflection. Q . Vv o SW F cc\% FsS
ONA lff
yy Wall Zone 5
Height (it) Exp B I Exp C Exp D K„ w GC GC
0-15 0.7 1 0.85 1.03 hs60 1 0.85 1.4 0.18
20 0.7 0.9 1.08 1 0.85 1.4 0.18
25 0.7 0.94 1.12 1 0.85 1.4 0.18
30 0.7 0.98 1.16 1 0.85 1.4 0.18
35 0.73 1.01 1.19 1 0.95 1.4 0.18
40 0.76 1.04 1.22 1 0.85 1.4 0.18
45 0.785 1.065 1,245 1 0.85 1.4 0.18
50 0.81 1.09 1.27 1 0.85 1.4 0.18
55 0.83 1.11 1.29 1 0.85 1.4 0.18
60 1 0.85 1 .13 1.31 1 0.85 AA 0.18
100 1 0.99 1 1.26 1 1.43 1 Iv60 1 0.85 1.8 1 Ole
RONALD I. OGAWA ASSOCIATES. INC.
16835 ALGONQUIN STREET 8443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-26B6-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
DESIGN WIND LOAD PROCEDURES:
Fiber-rsmem siding transverse load capably (wind load capacity) is determined via compliance testing to transverse bad national test standards. Via the transverse load testing an allowable
design load is determined based on a factor of safety of 3 applied to the ultimate test bad.
Sine the allowable design load is based on factor of safety of 3, allowable design loads on fiber-cemern siding correlate directly to requved design pressures for Allowable Stress Design, and
therefore should be used with combination boding equations for Allowable Stress Design (ASO).
By using the combination boding equations for Allowable Stress Design (ASD), the tested allowable design bads for fiber -cement siring ere aligned with the wind speed requirements in ASCE 7-
10 Figure 26.5.1A. Figure 26.5-1B. and Figure 26.5.1C.
For this analysis, to calMate the pressures in Tables 3, 4, and 5, the bad combination will be in accordance with ASCE 7.10 Section 2.4 combining nominalloads using allowable shoss design,
load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure.
Equation 1, q6=0.00256'K,'Ke'K,"2
Equation;
ref. ASCE 7.10 equation 30.3-1)
ch , velocity pressure at height z
If, , velocity pressure exposure coefficient evaluated at height z
Ka , topographic factor
w . wind directionality factor
V , basic wind speed (3-second gust MPH) as determined from 120151BC, 2017 FBC) Figures 1609.3(1). (2). or (3); ASCE 7-10 Figures 26.5-1& B.
or C
V-V' fref. 20151BC d 2017 FBC Section 1602.1 derrndrons)
V,a , ultimate design wind speeds (3-second gust MPH) determined from 120151BC, 2017 FBC) Figures 1609.3(1). (2), or (3); ASCE 7-10 Figures
26.5.1A• B, or C
Equallon 3, p=q,'(GC-GC,) /ref. ASCE 7-10 equation 30.6-1)
GC, , product of external pressure coeffick" and gust-elfed factor
GC, , product of internal pressure coefficient and gust -effect Tailor
p , design pressure (PSF) for siding (allowable desgn bad for siding)
To determine design pressure, substitute q, into Equation 3
Equation 4, p=0.00256'K,'Ke'w'VJ''(GCr-GC0)
Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combinebw 7
Equation 6, 0.61) • 0.6W fief ASCE 7-10 section 2.4 1, bad combination 7)
D , dead load
W , wind load
To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4
Equation 6, p.r - 0.61p)
Equation 7, p„e a 0.6'10.00256'K,'Kn'Ka'V,e7'(GC,.GCO))
Equation 7 is used to populate Table 3, 4, and 5.
To determine the allowable ultimate bask wind speed for Hardie Siding in Table 6, solve Equation 7 for V..
Equation k VA , (p„V.6'0.00256'K,'K,'Ka'(GC-GC,,))as
Applicable to methods specified in Exceptions 1 through 3 of (20151BC, 2017 FBC) Section 1609.1.1., to determine the allowable nominal design wind speed (Vasil) for Hardie Siding in Table
6, apply the conversion formula below,
Equation 9, V.W = V. • (0.6)eb (ref 2015 IBC 6 2017 FBC Section 1609.3.1)
V.w , Nominal design wind speed (3-second gust mph) (ref. 201519C tt 2017 FBC Se"
Table 2• Coefficients and Constantsarsed in Determining V and p, d1'
141` :0 GA WA
a/ wv• L t r ,
STA F .5 %'
RONALD I. OGAWA ASSOCIATES, INC
16835 ALGONQUIN STREET 4443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2686.17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshordie.com
Table 3, Allowablo Stress Design . Component and Cladding (CbC) Pressures (PSF) to be Resisted at Various Wind Speeds . Wind Exposure Category B,
Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210
Heigh (III B B B B B B B B B B B B B B
0.15 14.4 15.9 17.5 19.1 20.8 24A 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
20 14.4 15.9 17.5 191 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.6 52.1 57.8 63.7
30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
35 15.1 16.6 18.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 W.2 66.4
40 1 -15.7 1 -17.3 19.0 20.7 22.6 26.5 30.7 35.3 40.1 5.3 50.8 56.6 62.7 69.1
45 1 -16.2 1 .17.9 19.6 1.21.4 23.3 27.4 31.7 36.4 41.5 46.8 52.5 58.5 64.8 71.4
50 16.7 18.4 20.2 22.1 24.1 28.2 32.7 37.6 42.8 48.3 54.1 60.3 66.6 73.7
55 17.1 18.9 20.7 22.6 24.7 28.9 33.6 38.5 43.8 49.5 55.5 61.8 68.5 75.5
1 1 .
100 25.6 28.2 31.0 33.8 36.9 3.3 502 57 6 65.5 74.0 82.9 92.4 1024 1129
Table 4, Allowable Stress Design - Component and Cladding (CbC) Pressures (PSF) to be Resisted at Various Wind Speeds -Wind Exposure Category C,
Wind Speed 3-secondgust) IW 105 110 115 120 130 1 140 150 1 160 170 180 190 200 210
Heigh 11 C C C C C C C C C C C C C C
015 17.5 19.3 21.2 1.23.2 25.2 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 77.3
20 18.6 20.6 22.5 24.6 26.7 31.4 36A 41.8 Z7.5 53.7 602 b7.0 74.3 81.9
25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 85.5
30 202 22.3 24.5 26.7 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 89.2
35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 53.3 60.2 67.5 75 2 83.3 91.9
40 21.5 23.7 26.0 28.4 30.8 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6
45 22.0 24.2 26.6 29.1 31.6 37.1 43.1 49.4 562 63.5 712 1 -79.3 1 -87.8 1 -95.9
50 22.5 24.8 27.2 29.7 32.4 38.0 57.6 65.0 72.9 81.2 89.9 99.2
55 22.9 25.2 27.7 30.3 33.0 38.7 44.9 51.5 58.5 66.2 74.2 82.7 91.6 101.0
0 1 t
100 32.6 35.9 39.4 3.1 46.9 55.0 63.8 73.3 83.4 94.1 105.5 117.6 130.3 143.6
Table 5. Allowable Stress Design . Component and Cladding (CbC) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D,
Wind Speed 3-secondgust) 100 105 11D 115 120 130 14D 150 160 170 180 19D 200 210
Hai h (11) D D D D D D D D D D D D D D
015 21.7 23.4 25.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85.0 93.7
20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64A 72.2 80.4 89.1 982
25 23.1 25.5 28.0 30.6 33.3 39.0 45.3 52.0 59.1 66.8 74.9 83.4 92.4 101.9
30 23.9 26.4 29.0 31.6 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86A 95.7 105.5
35 24.5 27.1 29.7 32.5 35.3 41.5 48.1 65.2 62.8 70.9 79.5 88.6 98.2 108.3
4D 25.2 27.7 30.5 33.3 36.2 42.5 49.3 56.6 61.4 72.7 81.5 90.9 100.7 111.0
45 25.7 28.3 31.1 34.0 37.0 43.4 1 -50.3 01.3 65.1 74.2 I -83.2 I -92.7 I -102.1 113.3
50 26.2 28.9 31.7 34.6 37.7 1.3 51.3 58.9 67.1 75.7 84.9 94.6• 104.8 115.5
55 Zb.6 29.3 32.2 352 38.3 45.0 52.2 59.9 68.1 76.9 162 96.1 106.4 117.4
3 , 1
100 37.0 1 -40.8 1 -44.7 48.9 53,2 62.5 1 -72.5 1 -83.2 1 -94.6 105.3 119,3 133.4 147,9 163.0
Tables 3.4. and 5 ere based on ASCE 7-10 and consislent vwlh the 2W5 IBC. 2015 IRC and the 2017 Florida Building Code
Rrfa
12
RONALD I. OGAWA ASSOCIATES. INC.
16835 ALGONQUIN STREET S"3
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshordie.com
Table 6, Allowable Wind Speed (mph) for HardlePanel Siding (Anety6caf Metho
Product
Product
Thickness
inches)
Width
inches)
Fastener
Type
Fastener
Spacing
Frame
Type
Stud
SPeong
inches)
Building
Height'''
feet)
B C D B C D
NDeesignLoad
f
SF) Fxp B Fxp C 6m D K. Ki GC. GC, HardiePanel®
5/16 48 co
on 6
2X4
wood
Hem -
Fir 16
0-
15 186 168 153 144 130 118 49.7 0.7 0.85 1.03 hsSD 1 086 1A DAS 20
186 164 149 144 127 116 49.7 07 0.9 1.05 1 0.85 1.4 Me 25
lea 16D 147 144 124 114 49.7 0.7 0.94 1.12 1 0.85 1.4 0.1e 30
186 157 144 144 121 112 49.7 0.7 D.98 1.15 1 OA5 IA O.ie 35
182 154 142 141 12D 110 49.7 0.73 1.D1 1,19 1 0.a5 1.4 0.18 40
178 152 141 136 118 109 49.7 o.76 1.04 1.22 1 D.85 1.4 0.18 45
176 150 139 136 117 108 9.7 0.716 1.085 72- 1 0.85 1.4 0.18 50
172 149 138 134 115 107 49.7 O.e1 1.D9 127 1 0.85 71.4 0.18 55
17D 147 137 132 114 106 49.7 0.93 1.11 1.29 1 D.95 1.4 0.18 60
168 146 136 13D 113 105 49.7 0.85 1.13 1.31 1 Ea5 1.4 0.10 100
139 124 116 108 96 90 49.7 0.99 129 143 haW 1 0.85 1.8 0.18 HardiePeneW
5/16 48 con
d 4 2X4
wood
Hem -
Fir 16
0.
15 233 212 192 181 164 149 78.7 0.7 055 1.03 hs80 1 M85 IA 0.10 20
233 206 fee 181 159 146 78.7 0.7 0.9 1.09 1 0.85 1.4 0.18 25
233 201 185 181 156 143 707 07 0.94 1.12 1 0.65 1 1.4 0,18 30
233 197 181 181 153 140 78.7 07 D.98 7.16 1 0.65 1.4 0.79 35
229 194 179 177 151 139 78.7 0.73 1.01 1.19 1 0.85 1.4 0,18 40
224 192 177 174 148 137 78.7 0.75 1.04 1.22 1 D.es 71.4 0.18 45
22D 189 175 171 147 136 78.7 0.785 1.95 1245 1 0.85 1.4 0.18 50
217 107 173 168 145 134 78.7 0.01 1.09 1.77 1 0.05 1.4 0.18 55
214 185 172 166 144 133 78.7 D.83 1,11 1.29 1 0.85 1.4 o.1a 60
212 184 171 164 142 132 78.7 0.85 1.13 1.37 1 0.85 1.4 0.18 100
175 155 146 136 120 113 78.7 0.99 1.28 1.43 ha80 1 0.85 1.0 0.18 HardiePanel®
5/16 48 6 2X4
wood
Hem -
Fir 24
0.
15 147 134 121 114 103 94 31.3 0.7 0.85 1.03 hs80 1 0.85 1.4 0.18 20
147 130 119 114 101 92 31.3 0.7 0.9 1.00 1 0.95 1.4 M18 25
147 127 716 114 98 90 31.3 0.7 0.94 1,12 t 0.85 1.4 0.15 30
147 124 114 114 96 89 31.3 0.7 0.9e 1.16 1 085 1.4 0.18 35
144 123 113 112 95 87 31.3 0.73 1.01 1.19 1 0.85 1.4 0.18 40
141 121 112 109 94 86 31.3 0.76 1.04 122 1 0.86 14 0.18 45
139 119 110 108 92 86 31.3 0.735 1.055 1245 1 O.aS 1.4 0.1e 50
137 11e 106 91 31.3 0.81 1.09 127 1 0.65 1.4 0.18 55
135 117 105 91 31.3 0.83 1.11 1.29 1 0.85 1.4 0.18 60
134 1/6 103 90 31.3 0.85 1.13 1.31 1 0.85 14 0.18 100 111
86 31.3 0.99 1.29 1.43 M60 1 0.S5 1.3 0.18 HardisPeneM 5/
16 48 CO 6d
on
4
2X4
wood
Hen -
Fir
24 0-
15
182 165 150 141 128 116 47.7 0.7 0.85 1.03 h580 1 0.85 1.4 0.18 20 182
160 146 141 124 113 A7.7 0.7 0.9 TOW t 0.a5 1.4 Fla 25 182
157 144 141 121 111 47.7 07 M94 1.12 1 0.e5 l.4 0.18 30 182
154 141 141 119 109 J7.7 0.7 0.98 1.16 1 0.85 1.4 DAS 35 178
151 139 130 117 108 47.7 0,73 1 M 1,19 1 0.85 1.4 0.1a 40 174
149 138 135 116 107 47.7 0.76 1.04 122 t 0.e5 1A 0,18 45 172
147 136 133 114 106 477 0.785 1,085 1245 1 Des 1.4 0.18 50 169
146 135 131 113 105 47.7 0.81 1.09 1.27 7 O.aS. 1.4 D.1e 55 167
144 134 129 112 UM 47.7 O.e3 1.11 1,29 1 0.95 IA 0.18 60 165
143 133 128 111 103 477 0.85 1.13 31 t 0.e5 74 0.1a 100 137
121 114 105 94 88 47.7 099 125 1.43 Mao 1 0.85 1.8 0.18 HardnePanelf9 5/
16 48 4d, 0.
091 In. Shank
X 0.225
in. HD X
1.5 in. long
nvg shank nag
4 edge
8 field
2X4 wood
SGx0.
36
16 015
144
131 119 112 101 92 90.0 07 0.1115 Ihs80 t 0.85 1.4 0.1a 20 144
127 116 112 98 90 30.0 0.7 0.9 1 0.e5 7.4 0.18 25 144
124 114 112 96 8B 30.0 0.7 0.94 t 0.85 1 4 0.tB 3D 144
122 112 112 94 87 30.0 0.7 0.98 t 0.85 1.4 0.18 35 141
120 111 109 93 86 30.0 0.73 1.01 11-7245- 1 0.
85 1 4 016 40 138
118 107 92 30.0 0.76 1.D4 1 0.85 14 0.15 45 136
117 105 91 30.0 0.785 1,006 t 0.85 1.4 0.7e 50 134
116 104 89 30.0 0.81 1.09 1 0.85 14 O.te 55 132
114 103 89 30.0 O.a3 t.11 1 O.aS 1.4 0.1660 131 113101883000.115 1.73 1 0.85 1.4 0 100 30.
0 0.99 125 1.49 Mao 1 085 1.8 O to
JAMES HARDIE BUILDING PRODUCTS, INC.
1-SM542-7343
info@jsmesherdie.com
RONALD I. OGAWA ASSOCIATES. INC.
16835 ALGONOUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2686-17
Design Wind, Speed. I Design Wind. Speed.
V,a4•11, V.WSa,
Appsmhle to me0wds
Applicable to methods
spee6 In 120751BC, specified In Exceptions 1
2017 FBC) Section
through 3 or 120151BC,
W9.1.1. as delemnined by 2017 FBC) Section
Fptxes 18D9.3(1). (7). or
1609.1.1.
3). Coa fidents usod In Table 6 calculations for
D I K.
Product
Product
Thickness Width Fastener Fastener FrameSpacing
Stud Building
Height" B C D B C D
Design 1urines) Type Spacing Type Load
ems) urines) feel) PSF) Exp B Exp C Exp D K. 1(4 GC, GCr
0.15 198 180 163 1 163 139 126 1 55 6 07 0.85 1.03 hs80 1 0.85 1.4 0. 88
20 193 175 159 153 135 123 56.6 0.7 0.9 1.08 1 0.85 14 0,18
Min.n. No 8 X Min. No. 25 198 171 157 1 153 132 121 1 58.6 0.7 0.94 1.12 1 0.65 I 1 4 ame
1 . long X 20 ga. 30 198 167 154 1 153 130 119 1 56.8 07 0.95 1.18 1 0.85 IA 0.18
0.323 in
33 mg) X 35 194 165 152 1 150 128 118 58.6 0.73 1.01 1.19 1 0.85 1.4 0.10
HardiePaneW 114 48
head
6 3.625 tin. 16 40 190 162 ISO 147 126 116 56.0 0.76 1.04 1.22 1 0,85 1.4 0.18
diameter
X 1.375 45 187 161 148 145 124 115 56.6 0.765 1.065 1.245 1 Fas 1.4 016
ribbed
in metal 50 184 159 147 143 123 114 56.6 081 1.09 1.27 1 0.85 1,4 0,18
Du head
stud 55 182 157 46 141 122 113 58.6 0.63 1.11 1.29 1 0.85 1.4 0.16
scrcr ew'
60 190 156 145 139 121 112 We 0.85 1.131 1.31 1 0.85 1.4 0.16
1DD 149 132 124 115 102 96 58,6 0,99 126 1.43 h.60 0.85 1.8 0.18
0.15 146 132 120 113 102 93 308 07 0.85 1.03 hs50 1 0.85 1,4 0.10
20 146 128 117 113 99 91 30.8 0.7 0.9 1.08 1 0.85 1.4 O.te
Min. No 8 X
Min. No. 25 146 126 115 113 97 89 3D.6 0.7 0.94 1.12 1 0.85 1.4 0.18
t in. long X
20 ga. 30 146 123 113 113 95 88 30.6 0.7 D.98 1.76 1 0.85 1.4 0.18
0.323 in
33mv)X 35 143 121 112 110 94 86 300 073 101 1.19 1 0.95 1! 0,18
HardiePanel® 114 48
head
6 3.625 in. 24 40 140 119 110 108 93 85 30.6 078 1,04 1.22 1 0.85 1.4 0.15
diameter
X 1.375 45 137 lie 106 91 30.6 0.7e5 1.055 1245 1 0.85 1.4 OAS
in metal SO 136 117 1D5 90 30.6 0.81 1.09 1.27 1 OA5 1.4 0.18
bugle head
stud 55 134 116 104 90 3D.6 0.83 1.1+ 1,29 1 0.85 1.4 D.15
screw'
60 132 115 102 89 30.6 0.85 1.19 1.31 1 0.55 1.4 0.18
t00 30.8 0.99 1.26 1.43 h-eO 1 0,85 1.8 0.16
0-15 198 180 163 153 139 127 56.7 0.7 0.85 1.03 WO t 0.8S 1.4 0.10
ET&F
20 19e 175 160 153 135 124 56.7 0.7 0.9 1.08 1 0.95 1.4 0.18
0.100 m.
Min. No. 25 198 171 157 153 132 121 50.7 0.7 0.94 1.12 1 0.&S 1.4 0.18
knurled
20 ga. 30 198 167 154 153 130 119 56.7 0. 0.98 1.16 1 0,95 1.4 0.18
shank X
33 me) X 35 194 165 152 160 128 118 5&7 0.73 1.01 1.19 t 0.85 t.4 0.18
HardnePane* 5116 48 1.51n. long 4 edge 3.625 in. 16 40 190 163 150 147 126 116 58.7 0.76 1.04 1.22 1 0.l15 1.4 0.18
X 0.25 In. 8 field X 1.375 45 107 161 148 145 124 115 58.7 0.7115 1.055 1,245 1 GAS 1.4 0.18
head
in metal 50 184 159 147 143 123 114 5&7 0.31 1.09 1.27 1 0.85 1.4 0.18
diameter
stud 55 182 157 146 141 122 113 56.7 0.83 1.11 1.29 1 0.85 1.4 015
pin
fastened 60 1BD 156 145 139 121 112 55.7 0.85 1.13 1.3+ 1 0.65 1.4 0.18
100 149 132 124 115 102 96 557 0.99 125 1.43 h>W 1 0,85 1.6 018
0.15 153 139 126 118 107 98 33.7 0.7 0.05 1.03 IuSD t 0,95 1.4 0.18
ET&F
20 153 135 123 118 04 95 337 0.7 0.9 1.06 1 0.85 1.4 0.18
0100 in.
Min. No. 25 153 132 121 118 102 94 337 0.7 0.94 1.12 1 0.85 1.4 0.18
knurled
2D ga. 30 153 129 118 lie 100 92 33.7 0.7 0.98 1.10 1 085 1.4 0.18
shank X
33 m0) X 35 150 127 117 116 99 91 337 0.73 1.01 1.19 1 O.&5 1.4 0.16
HerdiePaneW 5/16 48 1.5 in. 1e^9 4 edge 3.625 in. 24 40 147 125 116 114 97 9D 33.7 0.76 1.04 122 1 0.95 1.4 Ole
X 0.25 in. 8 field X 1.375 45 144 124 115 112 96 89 33.7 0.785 1.065 1.245 t 0.85 1.4 0.18
headet in metal 50 142 122 113 110 95 Be 33.7 OBI 1.09 1.27 1 0.85 1.4 0.18
diameter
stud 55 140 121 113 109 94 87 33.7 0.53 1.11 1.29 1 085 1.4 0.1e
pin
60 139 120 112 107 83. 87 337 0.85 1.19 1.31 t 0.85 t.4. 0.1e
Taslerne
100 115 89 33.7 1 0.99 1 125 1 0.e5 t 6 0 76
1. Screws shall penetrate the metal framing at least three f1N threads.
2. Knurled shank pins shall penetrate the metal framing at least 114 Inch.
3. Building height a mean roof height (n feel) of a bu0d'ung, except that eave height shall be used for roof angle O less than or equal to 10' (2-12 roof
4. V. a ultimate design wind speed
5. V„4 = nominal design wind speed
6. Linear interpolation of building height is 60 it) and wind speed is permitted
7. Wind speed design assumptions per Analytical Method In ASCE 7-10 Chapter 30 C&C,PeA 1 and Pen 3: Kn=1, K -0.85, GC,-1.4 (hs60). GCr=1
LIMITATIONS OF USE:
1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested.
2) In High Velocity Hurricane Zones (HVHZ) install per Weml-Dade County Florida. NOA 17-0406.06
0GAW
7-, WFF AZ
4S/O N 1+
Florida Building Code Online Page 1 of 2
emu,. - kn xrn.r .,r •t•,;?. = c 'fr - '.r tS-tv_7i '"'
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v _^..+s .Y .: a•fi ci;.[ :, rf 1l.`: .1.
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DOS Morrie Lop In User RegWration Hot TOPICS Submit Surcharge Stat; & FactS Publicat-O-S Fec Staff Bas Site Map Unks Search
Rol 1
1.0 Product Approval
USER: Public User
C U--
Product Apprctmal Menu > @arch > Application USt > Application Detail
FL #
Application Type
Code Version
Application Status
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
FL12194-R6
Revision
20.17
Approved
Aluminum Coils, Inc.
5001 West Knox Street
Tampa, FL 33634
813) 249-9743
grahman@aluminumcoilsmc.com
Gareth Rahman
grahman@aluminumcoilsinc.com
Paul Frost
5001 West Knox Street
Tampa, FL 33634
813) 249-9742
PFrost@aluminumcoilsinc.com
Panel Walls
Soffits
Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
0- Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed 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
L Validation Checklist - Hardcopy Received
Certificate of Independence FL12194 R6 COI ALC15001.3 2017 FBC Evaluation Reoort 04 T4
Soffits final.Ddf
Referenced Standard and Year (of Standard) Standard
AAMA 1402
Equivalence of Product Standards
Certified By
Sections from the Code
Year
2009
hqs://www.floridabuilding.org/pr/pr_app_dtl.aspx?param—wGEVXQwtDquk24AUC%2fE... 2/1 /2018
Florida Building Code Online Page 2 of 2
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Date Revised
Summary of Products
r
Method 1 Option D
09/06/2017
09/06/2017
09/13/2017
12/12/2017
1Z/15/2017
FL # Model, Number or Name Description
12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL12194 R6 II ALC15001.3 2017 FBC Evaluation Report
Q4 T4 Soffits final.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021
Design Pressure: +80/-90 Created by Independent Third Party: Yes
Other: See Evaluation Report for limits of use. Evaluation Reports
FL12194 R6 AE ALC15001.3 2017 FBC Evaluation Report
04 T4 Soffits final.pdf
Created by Independent Third Party: Yes
Bade Next
Contact Us :: 2601 Blair Sterne Road. Tallahassee FL 32399 Phone: 9SO-487.1824
The State of Florida is an AA/EED employer. Coovrfeht 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement •: Refund Statement
Under Florida law, email addresses are public records. It you do not want your e-mall address released in response to a public -records request, do not sand
electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to
Section 455.275(1). Florida Statutes. effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If
they have one. The emails 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 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:
D
cfedk'.Czfd.
Safe.
https://www. floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 2/ 1 /2018
CREEK
Certificate of Authorization No. 29824
17520 Edinburgh Dr
Tampa, FL 33647
TECHNICAL SERVICES, LLC 813) 480-3421
EVALUATION REPORT FLORIDA BUILDING CODE 6T" EDITION (2017)
Manufacturer: ALUMINUM COILS, INC. Issued September 1, 2017
5001 West Knox Street
Tampa, FL 33634
813) 249-9743
www.aluminumcoilsinc.com
Manufacturing: Tampa, FL
Quality Assurance: PRI Construction Materials Technologies (QUA9110)
SCOPE
Category: Panel Walls
Subcategory: Soffits
Code Sections: 1404.5.1, 1709.10
Properties: Wind Resistance
REFERENCES
Enti Report No.
Certified Testing Laboratories (TST1577) CTLA 1847W
Standard
AAMA 1402
Year
2009
Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 2009
PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 2009
PRI Construction Materials Technologies (fST5878) ACIX-003-02-02 AAMA 1402 2009
LIMITATIONS
1. This report is not for use in the HVHZ.
2. Design wind loads shall be determined in accordance with FBC Section 1609.
3. Soffits shall be labeled in accordance with FBC Section 1709.10.
4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's
published application instructions. Where discrepancies exist between these sources, the more'restrictive
and FBC compliant installation detail shall prevail.
5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2.
6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall
be reviewed by a qualified design professional to•ensure the fastener withdrawal meets or exceeds the
minimum load resistance for the project requirements.
7. All products listed in this report shall be manufactured under a quality assurance program in compliance with
Rule 61 G20-3.
ALC15001.3 FL12194-R6 Page 1 of 3
This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
C jj ALUMINUM COILS, INC
j1 Soffits
RVISM
EN TECHNICAL SERVICES, 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" 04 Soffit Preformed nominal 0 0135-inch thick, 3105 H-14 aluminum soffit Panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent'
configuration and 11.1 inZ/lin.ft and for the 'center vent' configuration. See Appendix D for
dimension drawings.
12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,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 inZ/lin.ft for the 'center vent' configuration. See Appendix D for
dimension drawings.
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 report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
COMPLIANCE STATEMENT
ALUMINUM COILS, INC
Soffits
The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building
Code, 60 Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer.
R.
1,Q•'',CEN`SF•''
No 74021
13•' 'STATE OF •UJ
O ••
off O R `•O
ON A, `e
4 •
CERTIFICATION OF INDEPENDENCE
2017.09.01
10-:06:18
04f001
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 611320-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
APPROVED SYSTEMS
ALUMINUM COILS, INC
Soffits
Appendix A
The following notes shall be observed when using the assembly tables below.
1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1404.5.1.
2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below.
3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly.
4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system.
5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others
in accordance with FBC requirements to meet the minimum design requirements for the project.
6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with
FBC requirements to meet the minimum design requirements for the project.
7. Typical fastening details are as follows:
a. 12' T4 Soffit —12-inch o.c.
Fastener Fastener
Location Location
1
b. 12' T4 Soffit — 4-inch o.c.
Fastener Fastener Fastener Fastener
Location Location
4
Location Location
c. 16' Q4 Soffit —16-inch o.c.
Fastener Fastener
Location Location
ALC15001.3 FL12194-R6 Page 1 of 8
This evaluation report is provided for Slate 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
d. 16" 04 Soffit — 8-inch o.c.
Fastener
Location
11-
Fastener Fastener
Location
l
ALUMINUM COILS, INC
Soffits
Approved System Numbers and Definitions
12F-# Approved Systems for 12-inch Overhang with F-Channel
12J4 Approved Systems for 12-inch Overhang with J-Channel
16F-# Approved Systems for 16-inch Overhang with F-Channel '
16J4 Approved Systems for 16-inch Overhang with J-Channel
24F-# Approved Systems for 24-inch Overhang with F-Channel
24J-# Approved Systems for 24-inch Overhang with J-Channel
Apobndix A
Approved Systems for 12-inch overhang with F-Channel
Wall Connection Eave Connection,
System Panel MOP
No. Width pso
Substrate
F-Channel Substrate Panel Attachment Fascia Cap
Attachment Attachment
Max.
One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x
0072-inch dia. x min. 3/16-
12F-1
16-inch
Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch inch head dia. trim nail
t40.0
24-inch o.c. O.C. spaced 36-inch o.c.
Max.
Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch:x 1/4-inch One min. 1 3/4-inch long x
0.072-inch dia. x min. 1/4-inch 48
12F-2
16-inch
Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c.
head dia. trip nail spaced 48- 64.2
spaced 24-inch o.c. and securing each panel lap inch o.c.
One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x
12F-3
Max.
Masonry One (1) 14 ga. 5/8-inch long T nail Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch 48
16-inch spaced 8-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2
inch o.c.
ALC15001.3 FL12194-116 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 which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 12-inch overhang with J-Channel
Wall Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
F-Channel _
Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
Three (3) min. 3/4-
inch x 1/4-inch crown
One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x
12J-1
Max.
Wood staples In diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple
0.072-inch dia. x min. 1/4-inch 48
16-inch
pattern spaced 24-
screw spaced 16-inch o.c. spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2
inch o.c. connecting soffit to J-channel inch o.c.
Approved Systems for 16-inch overhang with F-Channel
s3; Wall Connection Eave Connection
System Panel MDP
No. Width psf)
Substrate
F-Channel
Substrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 18 ga. 1/4-inch crown 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- t53.3
12-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced
panel lap 12-inch o.c.
One (1) 18 ga. 1/4-inch crown x
One (1) min. 1.75-inch x
Max. Three (3) 18 ga. 1/4-inch crown x 1- 1-inch leg staple spaced max.'
0.072-inch diameter
16F-2
12-inch
Wood Inch leg staples in diamond pattern Wood
4-inch o.c. and securing each finishing nail with min. 3/16- 153.3
spaced 16-inch o.c.
panel lap
inch head spaced
12-inch o.c.
Max.
One (1) 3/8-inchhead dia: nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long
x 0072 inch diax min 16F-
3 16-
inch Wood
1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/
16-inch head dia. trim nail t25.
6 inch
o.c. O.C. spaced
36-inch o.c. Three (
3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-
4 Max'
Wood
crown staples in diamond pattern Wood One (
1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-
inch spaced
24-inch o.c. crown
staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced
48-inch o.c. ALC15001.
3 FL12194-R6 Page 3 of 8 This
evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality
assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product
attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 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. 1/4-inch crown x
One (1) min. 1.75-inch x
0.072-inch diameter
16F-5
Max.
Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch finishing nail with min. 3/16- t43.3
16 inch spaced 8 inch o.c. o.c. and securing each panel inch head spaced
lap 16-inch o.c.
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 Max.
16 inch
Wood inch leg staples in diamond patlem Wood 1o. ch leg staple spaced
panelo.c. and securing each panel finishing nail with min. 3/16- t43.3
spaced 16-inch o.c. inch head spaced
164nch 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 3/4-inch x 1/4-inch
One (1) min. 1 3/4-inch
long x 0.0724nch dia. x 23.5
16J-1
16-inch
Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4
spaced 24-inch o.c.
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 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.
i 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 pso
Substrate
F-Channel Batten Panel Attachment Substrate 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 panel 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) min. 1.75-inch inch o.c.
3116-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 min.
3/16-inch head spaced
4-inch o.c.
One (1) 18 ga.1/4-inch
crown x 1-inch leg
Nominal 1x2 staple spaced
One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4-
One (1) min. 1.75-inch x
Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch
0.072-inch diameter
801
24F-2
12-inch
Wood smooth shank rafter with one Wood
leg staple spaced 8- firfishing nail with min. 76.6
roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c.
3(16-inch head spaced
16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c.
nail 24-inch o.c. finishing nail with min.
3/16-inch head spaced
4-inch o.c.
One (1) 18 ga.1/4-inch
crown x 1-inch leg
Nominal 1x2 staple spaced
No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4-
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. 76.6
spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch
inch o.c.
3/16-inch head spaced
inch ring thank 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 Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein. -
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 244nch overhang with F-Channel
Wall Connection Center Connection Eave Connection
System Panel MOP
No. Width pSD
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.1/4- anchored to
lock or spaced One (1) 18 ga. 1/4- Ohe (1) min. 1.75-inch x
Max.
Inch crown x 1-inch rafter with one 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter
24F-4
16-inch
Wood leg staples in 1) min. 2.25- each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60
diamond pattern inch x 7d ring
inch o.c. and securing 3/16-inch head spaced
spaced 16-inch o.c.
shank nail
One (1) min. 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. 1/4- One (1) min. 1.75-inch x
Max. inch x 11 ga. anchored to 16-Inch o.c. securing inch crown x 1-inch 9.072-inch diameter
24F-5 Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60
16-inch
roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced
16-inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c.
nail 24-inch o.c. x 0.072-inch diameter
finishing nail with min.
3/16-inch head spaced
4-inch o.c.
ALC15001.3 FL12194-R6 Page 6 of 8
This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appdndix A
Approved Systems for 24-inch overhang with F-Channel
Wall Connection Center Connection Eave"Connection
System Panel MDP
No. Width pst)
Substrate
F-Channel
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
One (1) 18 ga. 1/4-inch
crown x 1-inch leg
staple securing the
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 ga. 5/8- anchored to 16-inch o.c. securing inch 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 with min.
3/16-inch head spaced
4-inch o.c.
ALC15001.3 FL12194-R6 Page 7 of 8
This evaluation report is provided I& Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix A
Approved Systems for 24-inch overhang with J-Channel
Wall Connection . Center Connection Eave Connection
System Panel MDP
No. Width pso
Batten
J-Channel
Batten Panel Attachment Substrate Panel Attachment Fascia Cap
Attachment Attachment
Nominal 1x2 No.2
SYP scabbed
between rafters with One (1) 18 ga.1/4-
one (1) min. 2.25- inch crown x 1-inch
Nominal 1x2 inch x 7d ring shank leg staple spaced
No.2 SYP Three (3) 18
nail straight -nailed 12-inch o.c.
anchored to ga.1/4-inch crown through the rafter securing each panel One (1) 18 ga. , -
One (1) min. 1.75-inch
Max. rafter with one x 1-inch leg
into the end of the lap inch crown x 1-inch
x 0.072-inch diameter
24J-1
12-inch 1) min. 2.25 staples in diamond batten or two (2) Wood
leg staple spaced finishing nail with min. t60
inch x 7d ring pattern spaced 16-
min. 2.25-inch x 7d One (1) min. i nch- 8-inch o.c. 3/16-inch head spaced
shank nailshankkailo.c
inch o.c.
hankringshank nails toe- inch x 0.072-inch 12-inch o.c.
n nailed on either side diameter finishing
of the batten at nail with min. 3/16-
each batten/rafter inch head spaced
intersection. Max. 4-inch o.c.
rafter spacing is
24-inch o.c. .
Nominal 1x2 No.2
SYP scabbed One (1) 18 ga.1/4-
between rafters with inch crown x 1-inch
one (1) min. 2.25- leg staple securing
Nominal 1x2 inch x 7d ring shank the nailer of each
No.2 SYP Three (3) 18
nail straight -nailed female lock or
One (1) 18 ga.'/.
anchored to ga.t/4-inch crown
through the rafter spaced 16-inch o.c. inch crown x 1-inch One (1) min. 1.75-inch
Max. rafter with one x 1-inch leg into the end of the securing each panel leg staple spaced
x 0.072-inch diameter
24J-2
16-inch 1) min. 2.25- staples in diamond batten or two (2) lap Wood
8-inch o.c. and finishing nail with min. 153.3
inch x 7d ringg pattern spaced 16-
min. 2.25-inch x 7d
securingeach panel
3/16-inch head spaced
shank nail inch o.c. ring shank nails toe- One (1) min. 1.75- lap
16-inch o.c.
24-inch o.c. nailed on either side inch x 0.072-inch
of the batten at diameter finishing
each batlen/rafler nail with min. 3/16-
intersection. Max. Inch head spaced
rafter spacing is 4-inch o.c.
24-inch o.c.
ALC15001.3 FL12194-R6 Page 8 of 8
This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
INSTALLATION
Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations.
No. I Installation Detail
Min. ;/8• hand din. nail with min, LU"
engagement (for'iwoo9 'subetrate/ .6r
min. 0..00" din. T-nail or stub nail
with mtn. 5/8' engagement(for concrete
ov block oubstrate),, spaced as noted
above.
ASCIA SLIP BOARD
ASCIA TRIM
12F-1 & \—
SOFFIT (OVERHANG WIDTH VARIES)
12F-3\_.F" CHANNEL
wood. concu•era
or Block N
FASCIA LIP 1 /4"
STAPLE -SOFFIT TO
ASCIA BOARD #T50
8" X 3/8" STAPLE
16" O.C.
LPAINTED S.S.
1 3/4" TRIM NAIL
MIN. 5 NAILS PER' 12' PIECE
SOFFIT & FASCIA DETAIL
ALC15001.3 FL12194-R6 Page 1 of 12
This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
3/ IMM ``t SOFFIT STAPLE
OPEN RAPIER
3/4' X' 1/4' '
DIAMOND PATTERN
DETAILCROWNSTAPLES
USING A DIAMOND 3i0• Krvt01/ srs
PATTERN FACIA BOARD \ i
FASCIA CAP
12F-2
3/4' X 1/4" CROWN FACIA BOARD
A"
1-3/4' TRIM NAIL
STAPLE ON CENTER
1-3/4- TRIM NAIL PAINTED S.S.
CHANNEL CAN BE PAINTED S.S. 48` FASCIA CAPINSTALLEDWITHTHEQ.C. NAILING FLANGE UP OR 3/4' X 1/4'
DOWN CROWN STAPLE
SOFFIT -max•. 12=inch apan
WOOD SOFFIT
SUBSTRATE SOFFIT &FASCIA
DETAIL
ALC15001.3 FL12194-R6 Page 2 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.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Apl endix B
System No. Installation Detail
OPEN RAFTER
s SOFFIT STAPLE
0' DIAMOND
DETAILE11.
PATTERN
FACIA BOARD Kr„Mr„
rwus i
3/4- X 1/4- CROWN STAPLE '24' e
ON CENTER USING A DIAMOND PATTERN FASCIA CAP
12J-1
L—CHANNEL
3/4' X 1/4- CROWN
8' 1-3/4- TRIM NAIL
FACIA 80ARD
1-3/4- TRIM NAIL
STAPLE ON CENTER.
PAINTED S.S.
Gcrewed to soffit
with one(l) Rex PAINTED S.S. 48" FASCIA CAP
1/21- x 3/6*. head
diameter screw,
O.C.
3/4' X 1/4'
16• O.C. CROWN STAPLE
SOFFIT —max. 12-inch span
SOFFIT
WOOD OR BLOCK SOFFIT & FASCIA
SUBSTRATE DETAIL
ALC15001.3 FL12194-R6 Page 3 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.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Sofflts
Appibndix B
System No. Installation Detail
I I- TRIM NAIL FASCIA BOARD
PAINTEU S'S*---\
FASCIA CAP
SOfHT
CROWN STAPLE
OPEC! RAFTER
FASCIA BOARD
N CA S/B' I•Hdl
16F-1 SOFFIT & FASCIA
16F-5 DETAIL
FASCIA CAP; REFER
TO SOFFIT L FASCIA
DETAIL
f' CNANIlEL
SOFFIT; MAX. 16'
SPAN
MASONRY
SUBSTRATE
ALC15001.3 FL12194-R6 Page 4 of 12
This evaluation report is provided for Slate of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
System No. I Installation Detail ,
M'in. 3/0• head die, nail with mitt., 11,40
enc)dgement(for wood suhattate) Ci-'
min. 0.097" dia. T-trail. or stub nail
with min. 5/q" engaggment(for concrete
or Block substrate), spaced aa'noted
above.
FASCIA SLIP BOARD
FASCIA TRIM ,
SOFFIT (OVERHANG WIDTH VARIES)
16F-3
F" CHANNEL
Wood,. Conc--
or Block W
FASCIA LIP 1 /4"
STAPLE SOFFIT TO
ASCIA BOARD #T50
8" X 3/8" STAPLE
16" O.C.
L-PAINTED S.S.
1 ,3/4" TRIM NAIL,
MIN. 5 NAILS PER 12' PIECE
SOFFIT & FASCIA DETAIL
i
ALUMINUM COILS, INC
Soffits
Appendix B
ALC15001.3 FL12194-R6 Page 5 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, 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
SOFFIT STAPLE
OPEN RAFTER
3/a• x 1/a' 1 t DIAMOND PATTERN
LUSINCCROWNsAItst,
A O
are• xTvto/
sr.s
PATTERN FACIA BOARD
FASCIA CAP
16F-4
3/4• X 1/4' CROWNJTRIMMLFACIA BOARD
8"
1
STAPLE ON CENTER
PF' 1-3/4' TRIM NAIL
CHANNEL CAN BE PAINTED S.S. 48"
INSTALLED
CAP
WITH THE, O.C'
FASCUI
NAILING FLANGE UP OR 3/4" X 1/4"
DOWN CROWN STAPLE
SOFFR—max. 16-iitich span
WOODS
SUBSTRATE SOFFIT & FASCIA
DETAIL
ALC15001.3 FL12194-R6 Page 6 of 12
This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 TRIM NAIL FASCIA BOARD
PAIHTEU S.S.
FASCIA CAP
SOFFIT
Ys1- CROWN STAPLE
OPEII RAFTER
FASCIA BOARD
Yl' CROWN
STAPLES SOFFIT 8 FASCIA
USOIG A DIAMOND
16F-2 $i
PATTERN: REFER TO DETAIL
SOFFIT STAPLE
16F-6 DIAMOND PATTERN /
DETAIL
FASCIA CAP; REFER / \
TO SOFFIT 1 FASCIA
f' CHANNEL
BE FAR.
SOFFIT. MAX. 16-
SPAN
W\ /
SUBSTRATE
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001.3 FL12194-R6 Page 7 of 12
This evaluation report is provided for Stale 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.
16J-1
CREEK
TECHNICAL SERVICES, LLC
No. I Installation Detail
OPEN RAFTER
X 1/4' CROWN STAPLE '24'
CENTER USINGA DIAMOND PATTERN ALUMINUM
COILS, INC Soffits
Appendix
B I ;>
UM \\ SOFFIT STAPLE L
IDIAMOND PATTERN DETAILFACIA
BOARD % _3/1, KT/ AfTIV
Li / ASCIA
CAP 3/
4" X 1 /4' CROWN FACIA BOARD STAPLE "
8" ON CENTER 1-3/4' TRIM NAIL CHANNEL
1-3/j' TRIM NAUL PAINTED
S.S, PAINTED
S.S. 48 FASCIA CAP O.
C. 6_3/4" X 1/4` CROWN
STAPLE WOOD
OR BLOCK SUBSTRATE
SOFFIT —
max. 16-inch span SOFFIT &
FASCIA DETAIL
ALC15001.
3 FL12194-R6 Page 8 of 12 This
evaluation report is provided for Stale 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 B
System No. Installation Detail
1 I- TRW NAIL FASCIA BOARD
PAINTED S.S.
1'et- CROWtf FASCIA CAP
STAPLES SOFFIT
USING A DIAMOND
PATTERN; REFER TO 1-rt- CROWN STAPLE
SOFFIT STAPLE
OIAMONO PATTERN
DETAIL
1 I- TRIM NAIL FASCIA BOARD
PANTED S.S.
SOFFIT 8 FASCIA
24F-1 &
DETAIL
24F4 1-4- CROW1 STAPLE
FASCIA CAPi REFER
TO SOFFIT i FASCIA /
OETA0.
9+
Nominal SYP
Batten Anchored to SOFFIT; MAX. 24'
F•CHAIBIEL Rafters with one Id
Ring Shank Noll of I
every Rafter /
WOOD SUBSTRATE \ /
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001.3 FL12194-R6 Page 9 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, installPtion, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 i' TR01 NAIL FASCIA BOARD
PAINTED S.S.
14" SMOOTH SHANK FASCIA CAP
ROOF NAILS SOFfli 1*
4" CROWN STAPLE et1
t' TRIM NAO. FASCIA BOARD A*",,
S.S SOFFIT &
FASCIA 24F-
2 & DETAIL 24
F-5' 1'
4' CROWN STAPLE FASCIA
CAP; REFER f0
SOFFIT 1 FASCIA DETAIL
Noannal
1'12' SYP Batten
Anckered to SOFFITi MAX. 24' F-
CHANNEL Rafters with one Id Ring
Shank 1044 at every
Rafter WO00
SUBSTRATE ALC15OO1.
3 FL12194-R6 Page 10 of 12 This
evaluation report is provided for Slate of Florida product approval under Rule 61G2O-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
Appdndix IS
System No. Installation Detail
1 t• TRIM NAIL FASCIA BOARO
PAINTED S.S.
tsOA i' i-IIA4S FASCIA CAP
SOFFIT
r4* CROWN STAPLE
1 TRIM RAIL FASCIA BOARD
PAINTEO S.S.
SOFFIT & FASCIA
DETAIL
24F-3 &
24F-6 r.t• CROWN STAPLE
FASEIA CAPS REFS'
TO SOFFIT & FASCIA
DETAIL
Nominal 1'a7' SYP
Batten Anchored to SOFFIT. MAX, tl'
F-CHANNEL Rallers with an* 7d
Ring Shanh Nail at
every Ratter
MASONRY
ALC15001.3 FL12194-R6 Page 11 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.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 t• TROT NAIL FASCIA BOARD
PAINTED S.S.
1'Q' (Rows FASCIA CAP
STAPLES SOFFIT
USING A DIAMOND
PATTERN; REFER To CANTIMEREO I'ri- CROWN STAPLE
SOFFIT STAPLE RAFTER
OtANOND PATTERN
DETAIL
FASCIA BOARD
SOFFIT & FASCIA
I t' IRln NAIL DETAIL
24J"
PAINTED S.S.
rvi" CROWN STAPLE
24J-2 r — FASCIA CAP; REFER \
TO SOFFlT t FASCIA
DETAIL /
Nominal 1' a T SYP battens, \
nabbed between'rslters and 30FFlT; MA%: 2s' r 3/81
1-CHANNEL secured wllh one (1) 7d ring I I)
shank nall sbatght-naPed
thtough the rafter Into the and
WOOD SUBSTRATE -
of the batten or Iwo (2) Td /
dng sow* nags toe•nalled an
elther side of the battern at the
battenhalla
the
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001.3 FL12194-R6 Page 12 of 12
This evaluation report is provided for Slate 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
DESIGN WIND LOADS
ALUMINUM COILS, INC
Soffits
Appendix C
The following tables provide design wind loads for components and cladding in accordance with Section 1609 of the FBC and ASCE 7-10 under the following
provisions:
1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC.
2. Exposure B, C, and D shall be as defined in section 1609 of the FBC.
3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft.
4. All calculations are based on an effective wind area of 10-ft2 or less.
5. Topographic factors such as escarpments or hills have.been excluded from the analysis.
6. Wind directionality factor, Kd = 0.85
7. Vd, is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1609.1.3 of the FBC.
8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional.
9. Zones 4 and 5 shall be defined as shown below. Dimension 'a' shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is
smaller, but not less than either 4% of the least horizontal dimension or 3-ft.
ALC15001.3 FL12194-R6 Page 1 of 4
This evaluation report is provided for Stale 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, inslallaiion, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix C
x" :,.•, 'y„w,'_:_f+`-` b_ esf`-ri;W_m_dtP,es`sures`fOfaSoffitsin'Ez osti e Bi'.•, .,_ r _ _
Bulldlrigis' +r
SType:; ti•-•.a
Zone:f
n; MWitilghc ft
11 FORWiwiNMI Bas_ictW%ri_c1fS' e_ecl m
1'20 1:30. 1.40 1 5U' r 160• 1;7,0 180 ' 1'90
r
t- ,Rcl
200
Enclosed
4
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 46.8
40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8
50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1
60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8
Negative
Loads)
5
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
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
Enclosed
4
20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5
50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7
60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4
Positive
Loads)
5
20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27A 30.0
25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0
40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5
50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7
60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4
ALC15001.3 FL12194-136 Page 2 of 4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix C
r--'; -+•F ` x`1.'• pesi' n,VlliridP•:Lessutesifo'r"Soffts'in,Eicposuie;C j.`.-
Buildlri c'(iJ,x.=Zorie•
r"
k s :
sM n
Roofs
r11'e ht ft
ry
t ' .r.stBasic:Wirid3S `eed: m Fi a te r°' r$s?WWX%:,
120 30
s .
140 150
aY
160 170 1'80
x: ?m'
f a
190r a 200' AA`:r:w%`
20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2
Enclosed
4
25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8
30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5
40 25.0 29.4 34.1 39.1 44.5 1 -50.2 56.3 62.7 69.5
50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9
60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5
Negative
Loads)
5
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 73.0 80.9
40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8
50 32.4 38.0 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
Enclosed
4
25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3
30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0
40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5
50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7
60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4
Positive
Loads)
5
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
30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0
40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5
50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7
60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4
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 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
r;`r;;,•'s':;-?':;!tf i i`'k D_e`si'_n'W1rid;P,.Pessute_s:.fo SS_offits'-irizEx osure;Di f.4
Buildiri. , g;;Zone
TYpe.`'
Mean
Roof
ht; ft
s
1'20
y
1.30
Basic,Wind'$ Deed'
140 150 4 60ri =
m A
170 180r 190 200
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
30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5
Enclosed
4
40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6
50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9
60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6
Negative
Loads)
5
20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 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 95.7
40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 1 90.9 100.7
50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8
60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1
Enclosed
4
20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 1 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 49.7
40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2
50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4
60 20.2 23.7 27.5 31.6 35.9 40.5 45A 50.6 56.1
Positive
loads)
5
20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3
25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0
30 17.9 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 47.2 52.2
50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 1 49.1 54.4
60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 1 50.6 56.1
ALC15001.3 FL12194-R6 Page 4 of 4
This evaluation report is provided for Stale 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
318" F-Channel
3/8" J-Channel
3/4" —'1
1/8" HEM
T
I.-T
3/4"
ISOMETRIC VIEW
3/8' PROFILE
ISOMETRIC VIEW
3/E' PROW
ALUMINUM COILS, INC
Soffits
AppL-ndix D
ALC15001.3 FL12194-R6 Page 1 of 4
This evaluation report is provided for Slate 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.
Fascia
CREEK
TECHNICAL SERVICES, LLC
3/4"
7/81,
r 1/8" HEM
6"FASCIA
i" BLANK
1/4"
ISOMETRIC VIEW
ALUMINUM COILS, INC
Soffits
Apoendix D
ALC15001.3 FL12194-R6 Page 2 of 4
This evaluation report is provided for Stale of Florida product approval under Rule.61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
16" 04 Soffit
o2snr
0179M
is" BLANK;
3, / 8 PROFILE
0 0 0 0 0
000
0000•o
oaoo
n
00000
oaoo•
ALUMINUM COILS, INC
Soffits
App6ndix D
ALC15001.3 FL12194-R6 Page 3 of 4
This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
12" T4 Soffit
3 1/0" 7/8" 3 1/6" 7/8" 3 1/8"
5/16"
1/2" 1/2" 1/2" 1/2" 1/2"
3/4" 1/8" 1/8" 3/8"
oss-,yp
o artvv
13.75" BLANK
3/8" PROFILE
LITrRE/
n6dood
00
aaaao s
oao
aoaaa
oaoo
ALUMINUM COILS. INC
Soffits
Appendix D
END OF REPORT
ALC15001.3 FL12194-R6 Page 4 of 4
This evaluation report is provided for Stale 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 (his 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 Page 1 of 3
Profesfional r
l r
BCIS Home Log In User Registration Hot To".. Submit Surcharge I Scats B Facts { Publications FBC Staff BCIS Site Map' Links Search
Or Product Approval
1' USER: Public User
Product Approval Menu > Product or Appliwtlon Search > Application List > Application Detail
FL FL7006-R10
Application Type Revision
Code Version 2017
Application Status Approved
Approved by DBPR. Approvals by DBPR shall be reviewed and ratified
by the POC and/or the Commission if necessary.
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
Certification Agency
Validated By
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
J
IKO Industries, Ltd
40 Hansen Road South
Brampton, NON -US L6W 31-14
708)496-2800 Ext200
rmetzOO1@tampabay.rr.com
Robert Metz
rmetzOOI@tampabay.rr.com
Bob Metz
REMCO of Pinellas
456 Avila Circle NE
Saint Petersburg, FL 33703
727) 776-5261
rmetz001 @tampa bay. rr.com
Don Shaw
IKO Industries LTD
120 Hay Rd.
Wilmington, DE 19808
717) 579-6706
don.shaw@iko.com
Roofing
Asphalt Shingles
Certification Mark or Listing
FM Approvals - CER
Locke Bowden
u Validation Checklist - Hardcopy Received
Standard
ASTM D3161 modified to 110 mph
ASTM D3462
ASTM D7158 Class H
ASTM E108
Year
2016
2010
2011
2011
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K... 2/6/2018
Florida Building Code Online Page 2 of 3
Product Approval Method Method 1 Option A
Date Submitted 10/08/2017
Date Validated 10/30/2017
Date Pending FBC Approval
Date Approved 11/01/2017
Summary of Products
FL dt I Model, Number or Name Description
7006.1 Cambridge, Cambridge HD, Laminated architectural fiberglass asphalt shingle
Biltmore and Biltmore HD manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.;
Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: Yes FL7006 RIO C CAC Letter - ASTM D3161 letter - (9-26-
2017) from FM.DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL7006 RIO C CAC Letter - ASTM D3462 letter - (9-26-
2017).odfDesignPressure: N/A
Other: FL7006 RIO C CAC Letter - ASTM E108 letter - (9-26-
2017).Ddf
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 RIO 11 IKO-187-02-01 Letter - Installation
Instructions for FBC FL7006.pdf
Verified By: Duc T Nguyen 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
7006.2 Hip and Ridge 12 Cap This is a 12" x 12" fiberglass asphalt shingle used to cover
the hip and/or ridge of an asphalt shingle roof system
manufactured at IKO's Kankakee, 1L, Toronto, Ont. and
Brampton, Ontario plants.
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: Yes FL7006 RIO C CAC ASTM D 3462 - ShinDle letter
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Surveillance Audit Location - (6-28-2017).Ddf
FL7006 RIO C CAC Letter - ASTM D3161 letter - (9-26-
2017) from FM.DdfDesignPressure: N/A
Other: FL7006 RIO C CAC Letter - ASTM D3462 letter - (9-26-
2017). odf
FL7006 RIO C CAC Letter - ASTM E108 letter - (9-26-
2017).Ddf
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 RIO 11 Hip and Ridoe Cap Shinale Installation
Instructions.Ddf
FL7006 RIO 11 IKO-187-02-01 Letter - Installation
Instructions for FBC FL7006.pdf
Verified By: Duc T Nguyen PE 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
7006.3 Leading Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at
Starter Strip the bottom of a roof system manufactured in Brampton and
Hawkesbury, Ontario plants
Limits of Use Certification Agency Certificate
Approved foruse•in-HVHZ: Yes FL7006 RIO C CAC Letter - ASTM D3161 letter - (9-26-
2017) from FM.DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26-
2017).DdfDesignPressure: N/A
Other: FL7006 RIO C CAC Letter - ASTM E108 letter - (9-26-
2017).odf
Quality Assurance Contract Expiration Date
12/31/2020
Installation Instructions
FL7006 RIO 11 IKO-187-02-01 Letter - Installation
Instructions for FBC FL7006.odf
FL7006 RIO 11 Roofing- Prod ucts-Leading-Edoe-Plus-
Apol ication-EN(I ). odf
Verified By: Duc T Nguyen PE 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
https://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K... 2/6/2018
Florida Building Code Online Page 3 of 3
7006.4 Marathon Plus AR, Superglass Plus 3 tab fiberglass asphalt shingle manufactured at IKO's
AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.;
Sylacauga, AL and Kanakakee, IL plants
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: Yes FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26-
Approved for use outside HVHZ: Yes 2017) from FM.odf
Impact Resistant: N/A FL7006 R10 C CAC Letter - ASTM D3462 letter - (9.26-
Design Pressure: N/A 2017).odf
Other: FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26-
2017).odf
Quality Assurance Contract Expiration Date
12/20/2020
Installation Instructions
FL7006 R10 II IKO-187-02-01 Letter - Installation
instructions for FBC FL7006.odf
Verified By: DuC T Nguyen 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
Back Next
Contact us :: 2601 Blair Stone Road. Tallahassee FL 3230o Phone: SSO-487-1824
The State of Flonda is an WEED employer. f.+ovrroM 007• DIz Stet of Fonda. ;: Privacy Statement :: Accessibility Statement :: Refund Statement
Under Florida law, email addresses are public records. if you do not want your a -mall address released in response to a public -records request, do not send
electronic mall to this entity. Instead, contact the office by phone or by traditional mall. 1f you have any questions, please contact 850.487.2395. -Pursuant to
Section 455.275(1), 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 !mails 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 dick here .
Product Approval Accepts:
M ®®R704!n
Cred-t Card
Safe
https://www. floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K... 2/6/2018
CONSTRUCTION MATERIALS
TECHNOLOGIES
October 27, 2017
IKO Industries, Ltd
120 Hay Rd.
Wilmington, DE 19809
Re: FBC FL7006
Sir(s),
PRI Construction Materials Technologies has completed a technical review and attached sealed shingle
instructions in compliance the 2017 Florida Building Code.
This review was completed based on the receipt of following evidence from IKO Industries, Ltd:
1) IKO Shingle Application Instructions — 3-Tab Shingles
EN-3Tab Appins_BAGXEFS-2012-11 reformatted 2013-02-rev07/13-Florida)
2) IKO Laminated Shingles Application Instructions
EN-Laminated_Appins_8TTEFS-2012-04 reformatted 2013-02-rev07/13-Florida)
3) IKO Hip and Ridge 12 Application Instructions
EN-HipandRidge12_3HRTri-2013-08_reformatted 2013-08)
4) IKO Leading Edge Plus Shingle Application Instructions
EN-3LEP-Tri-2012-06_reformatted 2013-03)
5) ASTM D3161 Test Report (FM Approvals Project No. 3040947)
The attached instructions should be used in conjunction with the published manufacturer's application
instructions and applicable code. In the event the instructions conflict, these instructions shall govern.
Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not
have nor plan to acquire a financial interest in any company manufacturing or distributing products for which
the test reports are issued.
Signed: ! C Signed: r
Brad Grzybo ski Duc T./NJ u en
Managing Dfrector Florida Re ere .Professional Engineer
P.E. Number: 65034
Date: October 27, 2017 Date: October 27, 2017
Attachments: A) IKO Shingle Application Instructions - 3-Tab
B) IKO Laminated Shingles Application Instructions
C) IKO Hip and Ridge 12 Application Instructions
D) IKO Leading Edge Plus Application Instructions
IKO-187-02-01
PRI Cortctnxtion Materials Technologies, I.I.C. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621.5777 Fax: 813-621.5840 email. material9esbng@pricmtc0m WebSite: h1p://www.pdantcom
IKO
Installation Instructions for
Asphalt Shingles
Page 2 of 5
IKO Shingle Application Instructions — 3-Tab Shingles
ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC.
UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is
less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code
requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping
each preceding course by 19" or other Approved underlayments in accordance with the qualified application
instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of
underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top
of any underlay along rake edges and directly to the deck along eaves in accordance with building code
requirements.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long
enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt
edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is
flush with, but not cutting into shingle surface.
NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (600) or more, use 6 nails per shingle placed
as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each
shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt
plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle.
Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles
should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the
heat of direct sunlight.
EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8".
STEEP SLOPES
iLi STMP —
1 ::TSEAUNG C6-118-
r'
NAILS ! NAILS
DO NOT NAIL INTO OR ABOVE THE SEALING STRIP
PRI Construction Materials Technologies, U.C. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax. 813-621.5840 email: materialstesbng@prianLcom WetShe: http:/AwAv.pricmLcom
IKO
Installation Instructions for
Asphalt Shingles
Page 3 of 5
IKO Laminated Shingles Application Instructions
ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
ROOF DECK: Solidly sheathed and fastened deck conforming to 2017 FBC.
UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is
less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code
requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping
each preceding course by 19" or other Approved underlayments in accordance with the qualified application
instructions. 'For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of
underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top
of any underlay along rake edges and directly to the deck along eaves in accordance with building code
requirements.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long
enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8'
below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with,
but not cutting into shingle surface.
NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (600) or more, use 6 nails per shingle placed
as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each
shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt
plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle.
Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles
should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the
heat of direct sunlight.
EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8".
6 31
NAIL LINE
NAILING - STEEP SLOPES APPLICATION
Use six nails as shown.
r [nz r] rj
CEMENT
PROPER APPLICATION REOUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE
PRI Conswdan Matenals Tednrologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-SM Fax: 81M21.5840 e-mail: matenalmesGng@0cmLoom WebSde: h1tpJlwww.pricmLcom
IKO
Installation Instructions for
Asphalt Shingles
Page 4 of 5
IKO Hip and Ridge 12 Application Instructions
ASTM D3161, Class F — IKO Hip and Ridge 12)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTIO.N 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 51/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has
been factory trimmed on a 1" (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5
5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm).
Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge
pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end
opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional
effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2
pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see
diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be
covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for
easier bending.
NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEY ARE DESIGNED FOR USE AS HIP AND RIDGE
SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO
RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO
PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER
VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW
ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR
TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS.
C5 ten)
TAPER CO
PW ConeUuctron Materials Technologies, L.I.C. 6412 Badger Drive Tampa, FL 33610 Tel- 813.621.5777 Fax: 813-621.5840 e-mail: materialsiesung@pripnLcom WetiSite: http./Avww.pritmLtom
IKO
Installation Instructions for
Asphalt Shingles
Page 5 of 5
IKO Leading Edge Plus Application Instructions
ASTM D3161, Class F — IKO Leading Edge Plus)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required.
2. Each 39 3/8" x 131/4" (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 114" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75
mm to 100 mm) from the eave edge and 1" (25 mm) in from each end.
4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge
with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang
the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners
located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end.
5. Repeat Steps 3 — 4 for the right lower corner of the roof deck.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least
3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20
mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from
the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end.
6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install
the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles
should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to
the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle.
7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first
course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way,
the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and
help keep them from lifting in high winds.
PFJ ConswelJon Materials Teduwlogies, I.I.C. 6412 Badger Dnve Tampa, FL 33610 Tel. 813-621.5M Fax, 813.621.5840 e-mail: materials1esbn9@pri0mLo0m WebSite, htlpJMrww.pricmLwm
Florida Building Code Online Page 1 of 2
man00 + o
SCIS Mont Lop In I User RtpiStration Hot Topics Subrrut Surcharge Stats & Facts { Publications FBC Stall E SCIS Site Map Unks Search
be%r
a
Product Appro val
USER: Public User
e='
Product Auproval Menu > Product or Aoohcatlon Search > Application List > Application Detail
FL # FL15216-113
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
L.
InterWrap, Inc.
32923 Mission Way
Mission, NON -US 00000
551) 574-2939
mtupas@interwrap.com
Eduardo Lozano
elozano@interwrap.com
Eduardo Lozano
32923 Mission Way
Mission, NON -US 00000
778) 945-2891
elozano@interwrap.com
Roofing
Underlayments
Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Robert Nieminen
the Evaluation Report
Florida License PE-59166
Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity
Quality Assurance Contract Expiration Date 09/30/2019
Validated By John W. Knezevich, PE
G Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
FL15216 R3 COI 2017 01 COI Nieminen.Ddf
Standard
ASTM D1970 (tear)
ASTM D226 (physicals)
Year
2015
2009
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param= A,GEVXQwtDgv3yVVKJZI Q... 2/6/2018
Florida Building Code Online Page 2 of 2
Product Approval Method Method 1 Option D
Date Submitted 10/10/2017
Date Validated 10/11/2017
Date Pending FBC Approval 10/15/2017
Date Approved 12/12/2017
Summary of Products
FL it IModel, Number or Name Description
15216.1 RhinoRoof Underlayments Synthetic roof underlayments
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15216 R3 II 2017 10 FINAL ER INTERWRAP RHINOROOF FL35216-
R3.DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A Verified By: Robert Nfeminen PE-59166
Design Pressure. N/A Created by Independent Third Party: Yes
Other: See ER Section 5 for Limits of Use. Evaluation Reports
FLIS216 R3 AE 2017 10 FINAL ER INTERWRAP RHINOROOF FL15216-
R3. Ddf
Created by Independent Third Party: Yes
Fade Next
Contact to :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: OSO-487-1824
The State of Florida is an AA/EEO employer. Copyright 2007,2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement
Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send
electronic mail to this entity. Instead, contact the Office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to
Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If
they have one. The !mails 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 it you are a ficensee under
Chapter 455, F.S., please Click here .
Product Approval Accepts:
MERE
Crud-d Card
Safe
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QOTRINITYIERD
EVALUATION REPORT
Interwrap, Inc.
32923 Mission Way
Mission, BC V2V-6E4 Canada
551)574-2939
EXTERIOR RESEARCH & DESIGN, LLC.
Certificate of Authorizotion #9503
353 CHRISTIAN STREET, UNIT #113
OXFORD, CT 06478
PHONE: (203) 262-9245
FAX: (203) 262-9243
Evaluation Report 140510.02.12-113
FL35216-R3
Date of Issuance:02/17/2012
Revision 3:10/20/2017
SCOPE:
This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of
construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen,
P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The
products described herein have been evaluated for compliance with the 6"' Edition (2017) Florida Building Code
sections noted herein.
DESCRIPTION: RhinoRoof Underlayments
LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted
herein.
CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced
Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of
this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product
changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this
Evaluation Report relative to updated Code requirements with each Code Cycle.
ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in
advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety.
INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or
its distributors and shall be available for inspection at the job site at the request of the Building Official.
This Evaluation Report consists of pages 1 through 3.
Prepared by:
Robert J.M. Nieminen, P.E.
Florida Registration No. 59166, Florida DCA ANE1983
The facsimile seal appearing was authorized by Robert
Nieminen, C.E. on 10/10/2037. This does not serve as an
electronically signed document.
CERTIFICATION OF INDEPENDENCE:
1. Trinity lERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or
distributing products it evaluates.
2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates.
3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for
which the evaluation reports are being issued.
4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the
product.
5. This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any
project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained
specifically for that purpose.
l TRINITY I ERD
ROOFING COMPONENT EVALUATION:
1.. SCOPE:
Product Category: Roofing
Sub -Category: Underlayment
Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance
with the following sections of the 6'h Edition (2017) Florida Building Code through testing in accordance with
applicable sections of the following Standards. Compliance is subject to the Installation Requirements and
Limitations / Conditions of Use set forth herein.
2. STANDARDS.
Section Properties Standard Year
1507.1.1, T1507.1.1 Unrolling, Breaking Strength, Pliability ASTM D226 2009
1507.1.1 Tear Strength ASTM D1970 2015
3. REFERENCES: -
iaiitf Examination Reference Date
ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011
ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011
ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014
PRI (TST5878) ASTM D1970; Tear strength OCF-330-02-02 10/03/2017
ITS (QUA1673) Quality Control Service Confirmation 09/30/2017
4. PRODUCT DESCRIPTION:
4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment available in 42-inch
wide rolls, and can be produced in various other sizes; meets FBC 1507.1.1 (Exception).
S. LIMITATIONS:
5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the
Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was
used for permitting or design guidance unless retained specifically for that purpose.
5.2 This Evaluation Report is not for use in FBC HVHZ jurisdictions. .
5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials
Directory or test report from accredited testing agency for fire ratings of this product.
5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically
referenced within FBC approval documents. If not listed, a request may be made to the Authority Having
Jurisdiction for approval based on this evaluation combined with supporting data for the prepared roof
covering.
5.5 Allowable Roof Covers:
5.6 Exposure Limitations:
RhinoRoof U20 shall not be left exposed for longer than 30-days after installation.
Exterior Research and Design, U.C. Evaluation Report 140510.02.12-113
Certificote Of Authorizotion #9503 6:" EDITION (2017) FBC NON-HVHZ EVALUATION F1.15216-113
RhinoRoof Underlayments Revision 3:10/10/2017
Page 2 of 3
VTRINITYIERD
6. INSTALLATION:
6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation
instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below.
6.2 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to
remove any dust and debris prior to application.
6.3.1 Shall be installed in compliance with the requirements for ASTM D226, Type I or II underlayment in FBC
Table 1507.1.1 for the type of prepared roof covering to be installed, taking into account the wider sheet -
width for double -layer applications.
6.3.1 Fasteners:
For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter
head, or those noted in 6.4.2. The use of staples is prohibited.
For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch
diameter plastic or metal cap nails or FBC HVHZ nails.& 1-5/8" diameter tin caps (with the rough edge facing
up). The use of staples is prohibited.
6.3.2 Single Laver: Roof Slope > 4:12:
End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to
Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain
conditions.
For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For
exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is
required.
When batten systems are to be installed atop the underlayment, the underlayment need only be
preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned
over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap
published instructions.
6.4.3 Double Laver: 2:12 < Roof Slope < 4:12:
End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width
plus 1-inch.
Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a
full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but
maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application.
7. BUILDING PERMIT REQUIREMENTS:
As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of
this product.
8. MANUFACTURING PLANTS:
Qingdao, China
9. QUALITY ASSURANCE ENTITY:
Intertek Testing Services NA Inc. — QUA1673; (608) 836-4400
END OF EVALUATION REPORT -
Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R3
Certificate ojAuthorizotion #9503 6EDITION (2017) FBC NON-HVHZ EVALUATION FL15216-113 RhinoRoof
Underlayments Revision 3:10/10/2017 Page
3 of 3
Rhin®foof ® U20
Synthetic Roofing Underlayment
RhinoRoof' U20 Installation Instructions
RhinoRoof' U20 is an air, water and vapor barrier and
therefore must be installed above a properly ventilated
space(s). Follow ALL building codes applicable to your
geographical region and structure type as it is considered
a vapor barrier.
DECK PREP: Protrusions from the deck area must be
removed and decks shall have no voids, damaged or
unsupported areas. Deck surface should be free of debris,
dry and moisture free.
USE: RhinoRoof' U20 must be covered by primary roofing
within 60 days of application. U20 is designed for use
under; asphalt or synthetic shingles, metal in residential
applications, and cedar shakes that have been primed.
APPLICATION: For slopes from 4:12 and higher RhinoRoof'
U20 is to be laid out horizontally (parallel) to the eave with
the printed side up. Horizontal laps should be 4" and
Vertical laps should be 6°and anchored approximately
1 " in from the edge. For low slope applications it is
recommended to overlap 505/o plus 1 ", for complete
definition of low slope and guidelines consult authorities
having jurisdiction. U20 product is not recommended
for slopes less than 2:12. The use of roofing hammer,
pneumatic air or gas driven fastener tools is acceptable.
The use of straight edge cutting knives is recommended.
FASTENERS: For same day coverage with primary roofing
RhinoRoof' U20 can be anchored with corrosive resistant
3/8" head x 1" leg roofing nails (ring shank preferred,
smooth leg acceptable). The use of every other anchoring
location printed on the product is also acceptable. If U20
will be left exposed for up to 60 days the product must
be anchored with 1" plastic or metal cap smooth or ring
shank roofing nails and anchored in all locations printed
on the facer. DO NOT USE STAPLES: the use of staples to
penetrate RhinoRoof' U20 will void warranty.
ANCHORING: All anchoring nails must be flush, 90
degrees to the roof deck, and tight with the underlayment
surface and the structural roof deck. Where seams and
joints require sealant or adhesive use a low solvent plastic
roofing cement meeting ASTM D-4586 Type 1, or Federal
Spec SS-153 Type 1 such as Karnak, Henry, DAP, MB,
Geocel or equivalent. Acceptable alternatives are butyl
rubber, urethane, and EDPM based caulk or tape sealant.
EXTENDED EXPOSURE: If RhinoRoof' U20 product will
be exposed longer than 24 hours and up to 60 days then
product must be attached to the structural roof deck
using a minimum 1 " diameter plastic or metal cap roofing
nails (ring shank preferred but smooth leg acceptable).
Miami Dade approved tin tags/metal caps are also
acceptable, and it is recommended for best performance
to use with the rough edge facing up. For extended
exposure it is always recommended to anchor on every
printed position on the facer. RhinoRoof' U20 is not
designed for indefinite outdoor exposure.
For extended exposure conditions where driving rain or
strong winds are expected it is recommended to take
additional precautions such as doubling the lap widths.
Alternately or in addition to a compatible sealant could
be used between the laps or a peel and stick tape could
be applied to the overlaps.
CAUTION - READ GOOD SAFETY PRACTICES BELOW
Good safety practices should be followed on steep slope
roofs, such as use of tie -offs, toe boards, ladders and/or
safety ropes and personal body harnesses. Follow OSHA
guidelines. Slip resistance may vary with surface conditions
from debris that accumulates, weather, footwear and roof
pitch. Failure to use proper safety gear can result in
serious injury. Depending on roof pitch and surface
conditions, blocking may be retluired to support materials
on the roof and is good safety practice. Remember to
seal the nail holes after removing blocking.
InterWrap® Roofing Products Division
Charleston, SC • Vancouver, BC • Mission, BC • Montreal, QC
Web: www.InterWrap.com/roofing 1 E-mail: info@interwrap.com M
Toll Free: 888 713 7663 1 Tel: 778 945 2888
Florida Building Code Online Page 1 of 2
SCIS Home I LW In I User Repistrabon i Hot Topics I Submit Surcharge I Stats B Facts { Publications I FBC Stall SCIS Site Map I Links I Search
Florida
re Product Approval
ag IUSER. Public User
Product Approval Menu > Product or Application Search > Application List > Application Detail
FL # FL16994-RS
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived D
Product Manufacturer Southeastern Metals Mfg. Co.
Address/Phone/Email 11801 Industry Drive
Jacksonville, FL 32218
904) 696-4682
jhkelsey@semetals.com
Authorized Signature Jeremy Kelsey
jhkelsey@semetals.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Roofing
Subcategory Roofing Accessories that are an Integral Part of the Roofing System
Compliance Method Evaluation Report from a .Florida Registered Architect or a Licensed
Florida Professional Engineer
Q Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Zachary R. Priest
the Evaluation Report
Florida License PE-74021
Quality Assurance Entity UL LLC
Quality Assurance Contract Expiration Date 12/20/2020
Validated By Locke Bowden
Validation Checklist - Hardcopy Received
Certificate of Independence FL16994 RS COI SEM14001.5a 2017 FBC Eval Report Off-Ridoe Vent
final.odF
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
Sections from the Code
1503.5
1709.2
Product Approval Method Method 2 Option B
https://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgvBwYu9TrZN... 2/6/2018
Florida Building Code Online Page 2 of 2
Date Submitted 09/26/2017
Date Validated 10/10/2017
Date Pending FBC Approval 10/15/2017
Date Approved 12/12/2017
Summary of Products
FL a Model, Number or Name Description
16994.1 Off Ridge Vent 4-ft, 6-ft, and 8-ft off ridge vents for use with asphalt
shingles
Limits of Use Installation Instructions
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +0/-18
FI 16994 R5 II SEM14001.5a 2017 FBC Eval Report Off -
Ridae Vent final.pdf
Verified By: Zachary R. Priest 74021
Created by Independent Third Party: Yes
Other: See evaluation report for limits of use. Evaluation Reports
FI 16994 R5 AE SEM14001.5a 2017 FBC Eval Report Off-
Rldae Vent final.pdf
Created by Independent Third Party: Yes
16994.2 Tile Off Ridge Vent 4-ft, 6-ft, and 8-ft off ridge vents for use with clay or
concrete tile
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +0/-9
Other: See Evaluation Report for limits of use.
Installation Instructions
FL16994 R5 II SEM14001.5b 2017 FBC Eval Report Tile
Roof Vent final.pdf
Verified By: Zachary R. Priest 74021
Created by Independent Third Party: Yes
Evaluation Reports
Fi 16994 RS AE SEM14001.5b 2017 FBC Eval Report Tile
Roof Vent final. Ddf
Created by Independent Third Party: Yes
Back Next
Contact 11s :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: SS0-487.1824
The State of Florida is an AA/EEO employer, Copyright 2007.2013 State of Flonda.:: Privacy Statement :: ACCessibillty Statement :' Refund Statement
Under Florida law, email addresses are public records If you do not want your e•mall address released in response to a public -records request, do not send
electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant to
Section 455.275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If
they have one. The 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 an be made available to the public. To determine If you are a licensee under
Chapter 455, F.S., Please dlCk here'. '
Product Approval Accepts:
w =
ICJ E-79- M
Crecr-it Card
Safe
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvBwYu9TrZN... 2/6/2018
CREEK
Certificate of Authorization No. 29824
17520 Edinburgh Dr
Tampa, FL 336470 (813) 480-3421
EVALUATION REPORT FLORIDA BUILDING CODE, 6'" EDITION (2017)
Manufacturer: Southeastern Metals Manufacturing Co., Inc. (SEMCO) Issued October 10, 2017
11801 Industry Drive
Jacksonville, FL 32218
800) 874-0335
hftp://www.semetals.com
Manufacturing Plant: Jacksonville, FL
Quality Assurance: UL LLC (QUA1743)
SCOPE
Category: Roofing
Subcategory: Roofing Accessories that are an Integral Part of the Roofing System
Code Sections: 1503.5, 1709.2
Properties: Roof Ventilation
REFERENCES
Enti
PRI Construction Materials Technologies (TST5878)
PRI Construction Materials Technologies (TST5878)
Zachary R. Priest, P.E. (CREEK Technical Services)
PRODUCT DESCRIPTION
Report No. Standard Year
SEM-029-02-01 ASTM E 330 2014
SEM-031-02-01 ASTM E 330 2014
SEM14003 Calculations 2014
Off Ridge Vent: Minimum 26 ga. ASTM A792 or ASTM A653 CS Type B steel; Shall conform with FBC
Section 1503.2
Maximum dimensions of the vent are 24-inch wide x 102-inch long x 4.25-inch high.
Vent is available in nominal 4-ft, 6-ft and 8-ft sizes.
SEM14001.5a FL16994-R5 Page 1 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
Southeastern Metals Manufacturing Co., Inc.
CREEK Off Ridge Vent
TECHNICAL SERVICES, LLC
PRODUCT APPLICATION
Deck Type: Minimum 7/16-inch APA span rated OSB sheathing or 15/32-inch APA span rated
plywood sheathing for new and existing roof deck (Deck shall be designed by others in
accordance with FBC requirements).
Roof slope: Minimum 2:12
Installation Height: Maximum 33-ft
Roof Cut -Out 2.5-inch wide x 42-inch opening for the nominal 4-ft vent
2.5-inch wide x 66-inch opening for the nominal 6-ft vent
2.5-inch wide x 90-inch opening for the nominal 8-ft vent
Attachment Method: Cut-out opening as prescribed above into the sheathing located a minimum 6-inch off
the ridge. For a single vent, install the vent as close to the center of the roof length as
possible. Multiple vents should be evenly spaced along the roof length.
Remove interfering shingle nails around the perimeter of the opening and any debris
prior to placing vent. Apply ASTM D 4586 or ASTM D 3409, Type I roofing
cement/mastic to the underside of the perimeter flange to continuously surround and
seal the flange. Position the vent over the opening in the roof sheathing. Slide the top
and side flanges of the vent underneath the shingles and allow the bottom flange to lie
on top of the shingles. Attach the vent with #9 x min. 1.5-inch HWH screws with 0.5-
inch sealing washers or min. 12 ga. x 1-1/4-inch ring shank nails with min. 3/8-inch
diameter heads having sufficient length to penetrate through the sheathing a minimum
of 3/8-inch. The fasteners shall be located 1-inch from the edge of the flange and 5.5-
inches o.c. along all four sides of the vent. All loosened shingles shall be adhered
down with roof cement/mastic. When nails are used to attach the vent, all penetrations
through the vent flange shall be sealed using ASTM D 4586 or ASTM D 3409, Type I
roofing cement/mastic.
Allowable Roof Coverings: Asphalt shingles
Maximum Design -13.5 psf for 4-ft and 6-ft vents
Pressure -18 psf for 8-ft vent
Pressures calculated using 2.1 margin of safety per 1504.9
SEM14001.5a FL16994-R5 Page 2 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
Southeastern Metals Manufacturing Co., Inc.
CREEK OH Ridge Vent
TECHNICAL SERVICES, LLC
LIMITATIONS
1) Fire Classification is outside the scope of this evaluation.
2) This report is not for use in the HVHZ.
3) The roof deck and deck attachment shall be designed by others in accordance with the FBC.
4) SEMCO vents shall be installed in strict compliance with this evaluation report and the manufacturer's
published installation instructions. In the event of conflict, the more restrictive installation shall be enforced.
5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck
shall be checked for protrusion prior to installation.
6) Installation of the roof assembly is outside the scope of this evaluation.
7) SEMCO vents are intended to provide passive ventilation for an enclosed attic in residential construction
applications
8) All products listed in this report shall be manufactured under a quality assurance program in compliance with
Rule 61 G20-3.
COMPUANCE STATEMENT
The products evaluated herein by Zachary R. Priest, P.E. have' demonstrated compliance with the Florida Budding
Code, 6v' Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer.
R. • P,
9lo
No 74021
STATE OF i4U /
F'•. C 0 R
sS/0 N AL ,.`
CERTIFICATION OF INDEPENDENCE
2017.10.10
10:29:43
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.
END OF REPORT
SEM14001.5a FL16994-R5 Page 3 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
MIAMI-D.ADE COUNTY
MIAMI-DARE PRODUCT CONTROL SECTION
11805 SW 26 Street, Room 208
DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474
BOARD N'D CODE ADMINISTRATION DIVISION T (786)315-2590 F (786) 315-2599
NOTICE OF ACCEPTANCE (NOA) w.vw.miamidade.eov/economv
Southeastern Metals Manufacturing Company, Inc.
11801 Industry Drive
Jacksonville, FL 32218
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The
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 the accepted
manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or
suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance,
if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the
requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building Code
including the High Velocity Hurricane Zone of the Florida Building Code.
DESCRIPTION: Weather Vent
LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following
statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change
in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the
materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product,
for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section
of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the
expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done
in its entirety.
INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and
shall be available for inspection at the job site at the request of the Building Official.
This NOA renews and revises NOA No. 08-0423.01 consists of pages 1 through 3.
The submitted documentation was reviewed by Juan E. Collao, R.A.
NOA No.: 13-0814.08
Expiration Date: 04/15/19
Approval Date: 01/23/14
Page 1 of 3
ROOFING ASSEMBLY APPROVAL
Category: Roofing
Sub -Category: Ventilation
Material: Steel
Minimum Slope: 2:12
TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT:
Manufactured by
Applicant
Weather Vent
Dimensions
Vent: 4-%"x19"x46"
Deck Flange: 24" x 52"
Thickness: 0.0217 inch.
MANUFACTURING LOCATION
1. Jacksonville, FL
EVIDENCE SUBMITTED
Test Agency
PRI Asphalt Technologies, Inc.
APPROVED APPLICATIONS:
Deck Type: Wood
Test Identifier
TAS 100
ICC-ES AC 132
Test Product
Specifications Description
TAS 100 Galvanized metal roof vent
Deck Description: 15/
32" or greater plywood or wood plank
System Type A: Mechanical attachment of vent for shingle roofs
Test Name/Revort
SEM-002-02-01
SEM-027-02-01
Date
08/14/03
01/07/14
Cutout: Mark a 3'/z" x 46" opening centered between layout lines and aligned minimum 6 inches from
the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris.
Installation: Vents should be evenly spaced on the rear slope of the roof.
Center vent in opening and set it in a 1 /8" thick of an approved ASTM D 4586 asphalt roofing
cement. Secure vent -to the roof deck with 1-'/4" galvanized ring shank roofing nails spaced
approx. 8" o.c. and 1" from the outside edge of the flange. Use a minimum of 18 nails per vent.
Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings
herein).
Net Free Area: 99 square inches.
NOA No.: 13-0814.08
Expiration Date: 04/15/19
Approval Date: 01/23/14
Page 2 of 3
LIMITATIONS:
1. Refer to applicable building code for required ventilation.
2. Weather Vent shall comply with the manufacturer's current published application instructions and the
requirements set forth in the applicable building code.
3. This acceptance is for installations over asphaltic shingle roofs only.
4. Weather Vent shall not be installed on roof mean heights greater than 33 feet.
5. All products listed herein shall have a quality assurance audit in accordance with the Florida Building
Code and Rule 9N-3 of the Florida Administrative Code.
6. All approved products listed herein shall be labeled and shall bear the imprint or identifiable marking of
the manufacturer's name or logo, city, state, and following statement: "Miami -Dade County Product
Control Approved" or the Miami -Dade County Product Control Seal as shown below:
MIAMI-DADE COUNTY
M
DRAWINGS
ROOF FLANGE NAIL PLACEMENT
END OF THIS ACCEPTANCE
NOA No.: 13-0814.08
CMLADADE COUNTY Expiration Date: 04/15/19
Approval Date: 01/23/14
Page 3 of 3
CITY OF SANFORD
BUILDING & FIRE PREVENTION
z PERMIT APPLICATION
rw + siren -try
nj Application No:
Documented Construction Value: S
Job Address:.3 9 (v<!a 5C,LI -} rn %5 h Lu4 Historic District: Yes No
Parcel ID: Residenti40--Commercial
Type of Work: NevvQ"`Addition Alteration Repair Demo Change of Use ove
Description of Work:
Plan Review Contact Person: Title:
Phone: Fax: Email:
Property Owner Information
Name Phone-
Street: Resident of property?
City, State Zip:
Contractor Information
Name S Phone: 8/3 -9io 3 4v3 CA4 23 -Q-
Street: DDP1 a Fax:
City, State Zip-IA_f_ F 55 L/3 State License No.: CC 1.3 005 NCU,'
Name:
Street:
City, St, Zip:
Bonding Company:
Address:
Architect/Engineer Information
Phone:
Fax:
E-mail:
Mortgage Lender:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction
in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code
Revised: June 30, 2015 Permit Application
U
NOTICE: In addition to the requirements of this'permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional -permits sequired from other governmental entities such as water _
management districts, state agencies, or federal agencies. -
at i will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Acceptance of permit is verification th
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requiredinordertocalculateaplarireviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC' Valuation.Table in effect at the time the permit is issued, inaccordancewithlocalordinance. 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 an ping./
signature ofOwndr/Agent - Date '
Print Owner/Agent's Name
Signature of Notary -State of Florida Date ,
Owner/Agent is PersonallyrKnowrito Me or - Produced
ID . Type of ID Print
Contractor/Agent's Name LL
sipature011,
tery-state ifF! d; O'Clalr Date
jl
4p CoJmm
alSshto t` f
GGi 51701 Expires:
paober 15, 2021 bsonuau
tllttr;wljrr, IY wf _ •• Contractor/
Agent is Pe sonally Known to-W Produced
ID Type - BELOW
IS FOR OFFICE USE ONLY Permits
Required: Building El trical Mechanical Plumbing[] Construction
Type: Occupancy Use: S
Ft f Bld Min. Occupancy Load: Gas[]
Roof Flood
Zo#e: of
Stories: Dtal
g o g. New
Construction: Electric - # of Amps - Plumbiiig= # of Fixtures Fire
Sprinkler Permit: Yes No # of He . Fire Alarm Permit:* Yes No APP110VALS:
ZONING: ENGINEERING:
COMMENTS:
UTILITIES:
WASTEWATER: FIRE:
BUILDING: Permit
Application Revised:
June 30, 2015
CONTRACT
AGREEMENT
I PAOE 1-4-7 OF 1 4 JOB NAME:
DATE: 6/21/2017
MIFEWTYR OR WS AGENT: =QwENT: ELECTRICAL CONTRACT REVISED ..
PARK SQUARE HOMES m: LEVEL I - WITH CFL BULB5 jUu: GAS/ELECTRIC
ADDRH33: 5200 VINELAND RD m&ww: ORLANDO
C" 1TY: ORLANDO Alm: FL M: SANFORD mn: FL
WYNDHAM PRESERVE
PLAN
SERVICE
SIZE SQ FT A/C SYSTEM PRICE
SEBRING 200A 2410
30-kW HEAT 240V, 60A
6,758.00
5-TON AC 240V, 50A
SORRENTO 200A 2078
8-kW HEAT 240V, 50A
5,465.00
4 TON AC 240V, 40A
SPRUCE 200A 2774
8-kW HEAT 240V, 50A
7,264.00
4-TON AC 240V, 40A
SUNDANCE 200A 1730
5-kW HEAT 240V, 35A
5,082.00
3-TON AC 240V, 30A
TELLURIDE 200A 2637
10-kW HEAT 240V, 60A
6,601,00
5-TON AC 240V, 50A
TRIBECA 200A 1986
8-kW HEAT 240V, 50A
5,608.00
4-TON AC 240V, 40A
TUSCANY 200A 2718
10-kW HEAT 24OV, 60A
6,818.00
5-TON AC 240V, 50A
WALTON I) 200A 1811
8-kW HEAT 240V, 50A
5,110.00
4-TON AC 240V, 40A
WELLINGTON 200A 3075
4N 2) SAW HEAT 240V, 35A
7,587.00
QTY 2) 3-TON AC 240V, 30A
CONTRACTOR/OWNER: _
EDMONSON ELECTRIC: _
1034 Skipper Road • Tampa, Phone:(813)910-3403 • Fax:(813)91
PLORIDA Mrs"SB / L=C17005408
DATE:
DATE:
46 . www.EdmonsoriElectric.com
f.
CITY OF SANFORD
BUILDING & FIRE PREVENTION
D
PERMIT APPLICATION
Application No:
Documented Construction Value: S
Job Address: 3 `q Q fql mdvjh C.v Historic District: Yes No
Parcel ID: Residential Rj-' Commercial
rVITypeofWork: New `/y Addition Alteration Repair Demo Change of Use ve
Description of Work: ()VyltiVL 0 %f t, ;j S C 1j
n Plan
Review Contact Person: Title: Phone:
Fax: Email: Property
Owner Information Name
Phone: Street:
Resident of property?: City,
State Zip: Contractor
Information Name
UY co-ft Lot6 C tree y Phone: -- g(j i - q/' 0 Street: '
40 S t r. Fax: `i 07 - 9 7l - V 3-G ( City,
State Zip: C {- Ucyd-
1 rt
3H 711 State License No.: Cpcl d a'-*0 Arch
itect/EngIneer Information Name:
Phone: Street:
Fax: City,
St, Zip: E-mail: Bonding
Company: Mortgage Lender: Address:
Address: WARNING
TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED
AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING,
CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.
Application
is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced
prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in
this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces,
boilers, heaters, tanks, and air conditioners, etc. F
RC105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code Revised:
June 30, 20)5 Permit Application
f
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 ]CC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
Signature of Owner/Agent Date
Print Owner/Agent's Name
Signature of Notary -State of Florida Date
Owner/Agent is Personally Known to Me or
Produced ID Type of ID
Sigr lature o on for/Agent '
L
ate
IV t L L t i1 j CG'Lf
Print Contractor/Agent's Name
Contractor/Agent is Personally
Produced ID Type of ID _
BELOW IS FOR OFFICE USE ONLY
FERIV,!
7. 2p ip
TIFF 120855 -7
Permits Required: Building Electrical Mechanical Plumbing Gas Roof
Construction Type: Occupancy Use:
Total Sq Ft of Bldg:
Flood Zone:
Min. Occupancy Load: # of Stories:
New Construction: Electric - # of Amps,
Fire Sprinkler Permit: Yes No # of Heads
APPROVALS: ZONING:
COMMENTS:
ENGINEERING:
Plumbing - # of Fixtures
Fire Alarm Permit: Yes No
UTILITIES: WASTE WATER:
FIRE: BUILDING:
Revised: June 30, 2015 Permit Application
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: ( L,s
Documented Construction Value: S 1,0200 CC)
Job Address: Historic District: Yes El .No
i"
Parcel ID: Residential Commercial
T pe of Work: NeN% 0 addition alteration CRepah D Demo ll Change oof,Use_mo e
Description of \ or I:: I L Q I I j4<< r _=i1 I i'F Tel^ 1(> Plan
Review Contact Person: J
Title: Phone:
Fax: Email: Property
Owner Information Name .
L iQl Phone: Street:
Resident of property? : City.
State Zip: Contractor
Information Name
i%, ` %DTI "'(1 ,1 I l'!! Phone: G / ( 1 Street: '
r 11 1 l Fax:
C,i_'' F ( Q0; Cih•.
State Zip: - `dal 1C'r r1 i ' I State LicenseNo.: Name: Street:
City.
St.
Zip: Bonding Company:
Address: Architect/
Engineer
Information Phone: Fax:
E-
mail:
Mortgage Lender:
Address: W'
AI`\
ING TO OW DER: YOUR FAILURE TO RECORD A NOTICE_ OF COMMENCEMENT IIA1' RESULT IN YOUR PALING TWICL
FOR IMPROVEMENTS 1.0 YOUR PROPER'rl'. A NOTICE OF COMMENCEMENT \JUST RE RECORDED AND
POSTED ON THE .JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND 1.0 OUTMN FINANCING. CONSULT
WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. 1. : ,
1.,
i- :1.+ :1.. r ' ' .1. :i': t > \\. .. J ...,II-.• .. j\ t'i' 7113. connin.". :ed.
Prior !o the liitnnice Cf F! permii .^.Eli i!1'_'i all work 1v ill b: per iori:l-v io nl ,c, siand3rds of all 13-xs r i'ti!»ili?S' lC r,j;rtl ii.n his urisdiciion.
I understand that a separate permit must be secured for electrical Mork. plumbing. signs. wells. Paul>, furnaces. t>
uilers; heatrr>. tanks. and air conditioners. etc. FCC 1114.
3 Shall he inscribed with th date of applicat4m and the code in eff:•ci c of that date: 4`' Cditinn (2014) Ilorida Huildia_ Code Jun: ,(: 261;
1 ICL: In addition to the requirements of this permit, there maN be additional restrictions applicable to this propem that maybe
found in the public records of this counry. and there may be additional pernuts required from other governmenia! entities such as wat:r
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that 1 will notif`• the owner of the properly of the requirements of Florida Lien La%v. FS i 1-.
The City of Sanford requires payment of a plan r,-view 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 vnitte of the job at the time of submittal.
The actual construction value .•ill be fieurcd bated on the current iCC Valuation Table in effect at the time the per•rnit 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.
ONVNER'S AFFIDAVIT: l certifv that all of the foregoing information is accurate and that all work Nvill
be done in compliance -with all applicable laws regulating construction L o=!ng.
rn: Ox%mr.-A¢:n:'s Xane
ia::nur_ of N'ot3re•5r_t: of Fio-ida Date
Owner/.gent is Personally Known to Nle or
Produced ID Type of ID
Contractor'.-ksent is ' Personally V--io\rn to Me or
Produced iD Type of iD
BELOW IS FOR OFFICE USE ONLY
Perniirs Required: Building El;ctrical N-I.chaalcal Plumbing[]
Consttuction'I'N•pe: Occupancy Use:
Gas[] Roof
Flood Zone:
Total Sq Ft of Bldg: Mn. Occupancy load: = of Stories:
New Construction: Electric - = of Amps Plumbing - r of Fixtures
Fire Sprinkler l'uniii: Yes No ' of Heads Fire .alarm Permit: ties \o
APPROVALS: ZONI_NG: UTiLITiES: WASTE WATER:
E\GI\EERNG: FIRE: BUILDFNG:
CO>1.\11: NTS:
re
A DIVISION Of PARK SQUARE ENTERPRISES LLC
ford
Fire Prevention Division
k Ave
32771
It May Concern:
dvised that Edmonson Electric has been released from the following permits:
3962 Saltmarsh Loop
3860 Saltmarsh Loop
2631 Flycatcher Way
3830 Loon Lane
2614 Green Swallow
3767 Saltmarsh Loop
Dntractor is Strada Electric. Please let me know if you need anything else to rE
an be reached at 407-529-3163 or tpickeringC&Darksquarehomes.com .
for assistance with this matter.
ring
Coordinator, Park Square Homes
15 lightyears, Inc 15
776 Bennett Drive
Longwood, Florida 32750
June 1, 2018
To: Local Building Department
RE: Blower Door Test & Duct Leakage Test Reports
To whom it may concern,
lightyears
This letter is to request that the attached forms be accepted for compliance of the 2017 Florida Building
Code statute R402.4.1.2 Envelope leakage testing (Blower Door Testing) and R403.3.3 Duct testing.
The attached forms were provided by the Florida Building Commission as the accepted forms to be
submitted. These forms are listed on the 2017 Florida Building Code, Energy Conservation Technical
Assistance Manual, Document Number: TAM-2017-1.0, released February 02, 2018, pages R-78 through
R-80 (page numbers 159-161).
Web link provided for quick access to the TAM document https://tinyuri.com/2017FBC-TAM
These forms meet all three required Residential Energy Efficiency Compliance Paths listed under R401.2,
Prescriptive, Performance, and Energy Rating Index (ERI) paths.
We are working with building departments across Florida to standardized the form submittal process and
would like your department to allow these forms to meet compliance. If there are any issues with
accepting these forms, please reach out to me directly and I will ensure that we submit any specific form
that you will require. Tim Smith (407)-951-3236 tsmith@151ightyears.com
Respectfully,
2
Timothy-Sfiiith
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
Fjurisdiction: Permit #:
Job Information
Builder: t i+rK S it Community: 0 nd.jrj Lot: y.3
Address: ,3gG Z C,+ Unit:
City: V'1074'c/ State: F/. Zip: XZ-i3
Air Leakage Test Results Passing results must meet either the Performance, Prescriptive, or ERI Method
OPRESCRIPTIVE METHOD- The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air
changes per hour at a pressure of 0.2 inch w.g. (50 pascals) in Climate Zones 1 and 2.
KERFORMANCE or ERI METHOD- The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding
the selected ACH(50) value, as shown on FORM R405-2017 (Performance) or R406-2017 (ERI), section labeled as Infiltration, sub -section ACH50.
ACH(50) specified on Form R405-2017-Energy Calc (Performance) or R406-2017 (ERI):
I4 0 2 X 60 _ tC?0 0101 5.03 Method for calculating uilding volume:
CFM(50) Building olume ACH(50) O Retrieved from architectural plans
000PASS (Mechanical Ventilation is not required) Code software calculated
PASS (with Mechanical Ventilation) O Field measured and calculated
FAIL
R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure or 0.2 inch w.g. (50 Pascals).
Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statues, or individuals licensed as set forth in Section
489.105(3)(0, (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 ofcial. Testing shall be performed at any time after creation of all penetrations 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, back draft and flue dampers shall be closed, but not sealed beyond intended infiltration control
measures.
3.lnterior doors, if installed at the time of the test, shall be open.
4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed.
S.Heating and cooling systems, if installed at the time of the test, shall be turned off.
6.Supply and return registers, if installed at the time of the test, shall be fully open.
Testing Company
Company Name: 15 Lightyears, Inc Phone: (855)438-1515
I hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy
Conservation requirements according to the compliance method selected above.
Signature of Tester: Date of Test:
Printed Name of Tester: Aaron Overholt
License/Certification #: 2DNAB7 Issuing Authority: RESNET
Copy of License / Certificate of the tester must be attached)
Duct Leakage Test Report 1. 1- • - 1 .
Residential Prescriptive, Performance or ERI Method Compliance
2017 Florida Building Code, Energy Conservation, 6th Edition
Jurisdiction: Permit #:
Job Information
Builder:isc,-4r,-c Community: d..,Lot: y/,3
Address: 39GZ SA-c.4 a- P Unit:
City: State: Zip: 92773
Duct Leakage Test Results
System 1 37 cfm25
System 2
cfm25
System 3 cfm25
Sum of any
additional systems cfm25
Total of all
systems cfm25
OPrescriptive Method cfm25 (Total)
To qualify as "substantially leak free" Qn Total must be less than or
equal to 0.04 if air handler unit is installed. If air handler unit is not
installed, Qn Total must be less than or equal to 0.03. This testing
method meets the requirements in accordance with Section R403.3.3.
Is the air handler unit installed during testing? YES (a;) E—]NO (',,'3)
performance / ERI Method cfm25 (out or Total)
To qualify using this method, Qn must not be greater than the
37 + 2078' = -0t"1 Qn proposed duct leakage Qn specified on Form R405-2017 or R406-2017.
Total of all Total Conditioned
systems Square Footage leakage Type selected on Form Qn specified on Form R405-2017
R405-2017 (Energy Calc) or R406-2017 (Energy Calc) or R406-2017
tPASS PrD . Leo e F-r6G 67) o 3
Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC380 by either individuals as defined in Section
553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes.
Testing Company
Company Name: 15 Lightyears, Inc Phone: (855) 438-1515
1 hereby verify that the above duct leakage testing results are in accordance with the 2017 6th Edition Florida Building Code Energy
Conservation requirements according to the compliance method selected above.
Signature of Tester: Date of Test:
Printed Name of Tester: Aaron Overholt
License/Certification #: 2DNA137 Issuing Authority: RFRNFT
Copv of License / Certificate of the tester must be attached)
LL
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Certificate of Achievement
THIS ACKNOWLEDGES THAT
Aaron Overholt
HAS MET THE STANDARD REQUIRED BY RESNET, AS A
CERTIFIED RATING FIELD INSPECTOR
Certification Date: 08/07/2018
Certification Expires: 08/07/2021
RFI # 2GNAB7
7,1Z
Tim Smith,
RESNET Quality Assurance Designee
15 14ightyears
RESNET QA Provider # (1998-199)
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No:
Documented Construction Value: $ 6298.00
Job Address: 3962 Saltmarsh Loop Historic District: Yes No
Parcel ID: 17-20-31-502-0000-0430 Lot 43 Residential ® Commercial
Type of Work: New ® Addition Alteration Repair Demo Change of Use Move
Description of Work: Install new 3-ton HVAC system with duct work
Plan Review Contact Person: Paula Bagley Title: Permit Clerk
Phone: 407-975-2762 Fax: 407-629-9307 Email: permitting@onestopcooling.com
Property Owner Information
Name Park Square Homes Phone: 407-529-3000
Street: 5200 Vineland Rd #200 Resident of property? :
City, State Zip: Orlando, FL 32811
Contractor Information
Name One Stop Cooling & Heating, LLC Phone: 407-975-2762
Street: 7225 Sandscove Court Fax: 407-629-9307
City, State Zip: Winter Park. FL 32792 State License No.: CAC 032444
Arch itectlEngineer Information
Name:
Street:
City, St, Zip:
Bonding Company:
Address:
Phone:
Fax:
E-mail:
Mortgage Lender:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be perfonned to meet standards of all laws regulating construction
in this jurisdiction. 1 understand that a separate permit trust 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: 51° Edition (2014) Florida Building Code
Revised: June 30, 2015 Permit Application
t
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 fore$Oing information is accurate and that all work will
be done in compliance with all applicable laws regulati g 96nstructipn and zoning.
Signature of Owner/Agem
Print O%vner/Agent's Name
Date
Signature of Notary -State of Florida Date
r'
Kevin Stine
Print Contractor/Agent's Name
Signature
Date
KELLY WEBSTER
Notary Public - State of Florida
Commission # FF 978034
My Comm. Expires Apr 4, 2020
Owner/Agent is Personally Known to Me or Contractor/A ei t
Produced ID Type of ID Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building Electrical Mechanical Plumbing Gas[-] Roof
Construction Type: Occupancy Use: Flood Zone: _
Total Sq Ft of Bldg: Min. Occupancy Load: of Stories:
New Construction: Electric - # of Amps Plumbing - # of Fixtures.
Fire Sprinkler Permit: Yes No # of Heads
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
UTILITIES:
FIRE:
Fire Alarm Permit: Yes No
WASTE WATER:
BUILDING:
Revised: June 30, 2015 Pennit Application