HomeMy WebLinkAbout2614 Green Swallow Way (a)COUNTY OF SEMINOLE
IMPACT FEE STATEMENT
STATEMENT NUMBER- 18100000
BUILDING APPLICATION ##F: 18-10000099
BUILDING PERMIT NUMBER: 18-10000099
DATE: February 06, 2018 1 g 3/ 3
UNIT ADDRESS: GREEN SWALLOW WAY 2614 17-20-31-502.0000-2380
TRAFFIC ZONE:022 JURISDICTION: 7 7
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: 2614 GREEN SWALLOW WAY/ WYNDHAM PRESERVE
LOT238 SFRDETACHED FEE BENEFIT
RATE UNIT CALL UNIT TOTAL DUE TYPE DIST
SCHED RATE UNITS TYPE ROA1)S-
ARTERIALS CO :WIDE ORD Single Family
Housing 705.00 1.000 dwl unit 705.00 ROA1?S-C1OLLECTORS N/A Fa ily
Housing 00 1.000 dwl unit 00 FIRInRle LIBRARYCO -
WIDE ORD 00 Singgle
Family
SCHQOLS Housingg
54.
00 1.000 dwl unit 54.00 CO -WIDE
ORD SIn9le Family
HousiAng 5,000.00 1.000 dwl unit 5,000.00 PARKS LAWENFORCE
N/A 00 DRAINAGE
N/
A 00 AMOUNT
DUE
5,759-00 PERSONS ARE
ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY
ROAD, FIRE RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF
A BUILDING PERMIT. PERSONS ARE
ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL
THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE
EXERCISED BY FILING A WRITTEN RE EST WITHIN 45 CALENDAR DAYS OF
THE DATE ABOVE BUT NO LATER THAP CERTIFICATE OF
OCCUPANCY OR OCCUPANCY. THE REQQUEST FOR REVIEW MUST MEET
THE REQUIREMENTS OF THE COUNTY LAND SEVELOPMENT 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 POP 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IS NO LONGER VALID IF A BUILDING PERMIT IS NOT ISSUED WITHIN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
B 1 181II BIBBI IBlli tlI11 lBII lI11 I111
11 ;Li)Yr SEMNOLE COUPITY
CLERK, O; C_RCUIT COURT & 011PTROLLER
THIS INSTRUMENT PREPARED BY:
Name: Tania Pickering
Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811
NOTICE OF COMMENCEMENT
Permit Number. 18-1471
CLERK'S T 2018048444
RE(''":OIr"t rO EC05/07/2018 02:)jt :21 Pi`1IE,"t;RD1t',GFEE6 Vb1.I,:II) Parcel
ID Number: 17-20-31-502-0000-2380 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
238 Wyndham Preserve Plat Book 81 / Pages 93-102 2614 Green Swallow Way, 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 Tltie 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 S.
SURETY (If applicable, a copy of the payment bond is attached): Name. N/A Address-
N/A Amount of Bond: N/A 6.
LENDER: Name: Fifth Third Bank Phone Number. Address:
5050 Kingsley Dr. MD: 1 MOC3J Cincinnati, OH 45227 7.
Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.
13(1)(a)7., Florida Statutes. Name-
Phone Number. Address:
8.
In addition, Owner designates of to
receive a copy of the Lienor's Notice as provided In Section 713.13(1 Xb), Florida Statutes. Phone number. 9.
Expiration Date of Notice of Commencement (The expiration is 1 year from dale of recording unless a different date is specified) WARNING
TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED
IMPROPER PAYMENTS UNDER CHAPTER 713. PART 1, SECTION 713,13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING
TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB
SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE
COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Signaheaa
14L Owner
or Lewse, • •es • ArMorized
OlAoerlDimdo it r/Me a er) Vishaal
Gupta, Executive Vice President Prlyd
Nam and Provide Slpnatory TIOe/D111m) State
of County of 2
The
foregoing In, r
ment
was ac owled ed before me this day of by
flJ u Who Is personally known to md.B-OR Name
o/ pirsonflaffig &WOMMI who
has produced Identification O type of Identification produced: IA oo :- D.A,am e *
tA1f
COI IMI EXPIRES:
jurie 27, 2019 ilw*
i Thre ? :het HOW,, :W*-.* Notary
signature A
te
2018
D
7
CITY OF SANFORD
BUILDING & FIRE PREVENTION
MAR 21 2018
PERMIT APPLICATION
ai Application No:
Documented Construction Value: $ 13 COD
Job Address: 2614 Green Swallow Way, Sanford 32771 (Lot 238) Historic District: Yes No
Parcel ID: 17-20-31-502-0000-2380 Residential ® Commercial
Type of Work: New 0 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:
Title: Permitting Manager
Email: mparkison(a_,parksquarehomes.com
Property Owner Information
Name Park Square Enterprises LLC Phone 407-529-3000
Street: 5200 Vineland Rd Suite 200 Resident of property?
City, State Zip: Orlando, FL 32811
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
Name: Michael Thompson
Street: PO Box 580937
City, St, Zip: Orlando, FL 32858
Bonding Company:
Address:
Fax: 407-529-3001
State License No.: CRC1330351
Architect/Engineer Information
Phone: 407-734-1450
Fax:
E-mail: dbec@engineer.com
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 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
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.
l,( 3• aa• r8
Signature of Owner/Agent Date
Vishaal Gupl
Print Owner/Agent
t)-c' .
Date
MICHELLE PARKISON
Notary Public — State of Florida
Commission # GG 157861
My Comm. Expires Nov 5, 2021
Bonded thro* National Notary Assn.
Signature of Contractor/Agent Date
Vishaal Gu
Print ContractorO
o• 18
t a
MICHELLE PARKIS;
F10ridallotaryPublic — Slate of
Commission # GG 15
My Comm. Expires Nov 21
69MVII Ihro*Nogww NotaryA,an.
0wner7Agent is Personally Known to Me or Contractor/Agent is " Personally Known to Me or
Produced ID Type of ID Produced ID Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building 5fl Electrical Ff MechanicalEr Plumbing® Gas[] Roof Construction
Type:y(-7 Occupancy Use: SZ3 Flood Zone: x-510C A' •
Ac l Total
Sq Ft of Bldg: Min. Occupancy Load: Z 5 # of Stories: 2— New
Construction: Electric - # of Amps 2-00 Fire
Sprinkler Permit: Yes No Rr # of Heads APPROVALS:
ZONING S UTILITIES: ENGINEERING:
MTC. 4-7L'I8 FIRE: COMMENTS:
Ok to construct singl't family home with
setbacks and impervious area shown
on plan. 39. "I "lo iw,P. Svb'
ecJr -b Var: once Apptrvvo 1 9491
Cyprest -A , Cr?- Plumbing - #
of Fixtures Z( Fire
Alarm Permit: Yes N9R)• WASTE
WATER: BUILDING: -
aF 5•31-18 Revised.
June 30, 2015 Permit Application
a
D MAR 2 2 2018
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No:
Documented Construction Value: S 150,000.00
Job Address: 2614 Green Swallow Way, Sanford 32771 (Lot 238) Historic District: Yes No
Parcel ID: 17-20-31-502-0000-2380 Residential ® Commercial
Type of Work: New 0 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.,@parksguarehomes.com
Property Owner Information
Name Park Square Enterprises LLC
Street: 5200 Vineland Rd Suite 200
City, State Zip: Orlando, FL 32811
Phone: 407-529-3000
Resident of property? :
Contractor Information
Name Park Square Homes/ Vishaal Gupta
Street: 5200 Vineland Rd Suite 200
City, State Zip: Orlando, FL 32811
Name: Michael Thompson
Street: PO Box 580937
City, St, Zip: Orlando, FL 32858
Bonding Company:
Address:
No
Phone: 407-529-3000
Fax: 407-529-3001
State License No.: CRC1330351
Architect/Engineer Information
Phone: 407-734-1450
Fax:
E-mail: dbec@engineer.com
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 dale: 511 Edition (2014) Florida Building Code
Revised: June 30, 2015 Permit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the 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.
4'. " &( 3•aa• is 3 2a• rC
Signature of Owner/Agent Date Signature of Contractor/Agent Date
Vishaal Gupta Vishaal Gupta
Print Owner/Agent' ame Print Contractor/Agen Name
C 3 'aa• le aa- 18
i Date S gnat're f No -Slat F on a
MICHELLE PARKISON
r ,• ;
MICHELLE PARKISON ; t Notary Public— Stale of FloridaNotaryPublic — Stale of Florida ; • • @ Commisson # GG 157861Commission0GG157861
My Comm. Expires Nov S. 2MI fCOMM. Explros Nov 5, 2021 ordBonded
99W* National Noury Ilan. N nta NotpgAeen. Owner
Agent is ersona y nown to Me or Contractor/Agent isy Personally Known to Me or Produced
ID Type of ID Produced ID Type of ID BELOW
IS FOR OFFICE USE ONLY Permits
Required: Building Electrical 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 Fire Alarm Permit: Yes No - APPROVALS:
ZONING: UTILITIES: , 3- $ WASTEWATER: ENGINEERING:
FIRE: BUILDING: COMMENTS:
Revised:
June 30, 2015 Permit Application
UP
111377—
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: 2614 Green Swallow Way
Property Owner: Park Square Enterprises, LLC
Parcel identification Number: 17-20-31-502-0000-2380
Phone Number: 407-529-3000 Email:
The reason for the flood plain determination is:
FOR 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)
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
I 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 'A', the best available information used to
determine the base flood elevation is:
BP# 18-1471
Reviewed by: Michael Cash, CFM Date: April 26, 2018
Application for Paved Driveway, Sidewalk or
V I011Walkwa Includin Ri ht-of-Way Use & Y99F-
0177 Landscaping in Right -of -Way www.
sonfordn.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 K„o..n,.rtibelorw size
and location of the existing right—of-way and use shall be provided or application could be delayed. Call before youdl4 1.
Project Location/Address: obi o y rpQ_)J 2.
Proposed Activity: 0 Driveway Walkway Other: 3.
Schedule of Work: Start Date Completion Date 4.
Brief Description of work: Construction of new driveway for new single family residence This
application is submitted by: Propeny ~
wmr Signature:
AL Address:
5200 Vineland Rd Suite 200 Orlando, FL 32811 Phone: (
407) 529-3135 Print
Name: Vishaal Gupta Emergency
Repairs Fax:
Email: mparkison@parksquarehomes.com Date: y3-aa- 18 Maintenance
Responsibilities/Indemnification The
Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall
include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove
said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities,
stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the pennittee shall remove,
relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not
continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition,
the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor'
s property to recover costs of restoration To
the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (
appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect
or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense,
settlement, and reasonable attorney's fees up to and including an appeal), resulting In any fashion from or arising directly or indirectly out of or connected
with the use of the City's right-of-way. I
have read and understand the above statement and by signing this application I agree to its terms. Signature:
JdL Date: J'% I R This
permit shall be posted on the site during construction. Please
call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -
pour Inspection by: Date: Application
No: Reviewed:
Public
Works Utilities
Approved: )
Engineering (
Site
Inspected by: Special
Permit Conditions: Official
Use Only Fee:
Date: Date:
Date:
Date:
A-zra-ZOI a Date:
November
2015 ROW Use Driveway pol
LIMITED POWER OF ATTORNEY
Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford,
Seminole County, Winter Springs
Date: 2S • C-• IF.),
l 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):
O The specific permit and application for work located at:
Street Address)
Expiration Date for This Limited Power of Attorney: (al36 ac18
License Holder Name: Vishaal Gupta
State License Number: CRC1330351
Signature of License Holder: 44—
STATE OF FLORIDA
COUNTY OF Orange
The foregoing instrument was acknowledged before me this GO day of MQ'
200r (8, by Vishaal Gupta who is gKpersonally known
to me or o who has produced as
identification and who did (did
4si
ake a
ture
Notary Seal) `C`C\:U.sJ,cr Ic' SQ=
Print or type name
Notary Public - State ofCAC.- Commission
No. CaEA IS-18Cc I My
Commission Expires: 11- 5 - @C>a-1 Rev.
08.12)
Tf STATE OF FLOR1." \
DEPARTMENT Or--JUSINESS-AND PROFESSIONAL REGULATION
CONSTRUCTION INDUSTRY LICENSING BOARD
2601 BLAIR STONE ROAD
TALLAHASSEE FL 32399-0783
GUPTA, VISHAAL S
PARK SQUARE HOMES
5200 VINELAND ROAD
SUITE 200
ORLANDO FL 32811
Congratulations! With this license you become one of the nearly
one million Floridians licensed by the Department of Business and
Professional Regulation. Our professionals and businesses range
from architects to yacht brokers, from boxers to barbeque
restaurants, and they keep Florida's economy strong.
Every day we work to improve the way we do business in order
to serve you better. For information about our services, please
log onto www.myfloridalicense.com. There you can find more
information about our divisions and the regulations that impact
you, subscribe to department newsletters and learn more about
the Department's initiatives.
Our mission at the Department is: License Efficiently, Regulate
Fairly. We constantly strive to serve you better so that you can
serve your customers. Thank you for doing business in Florida,
and congratulations on your new license! .
STATE OF FLxO IDA
DEPARZM•nkIOF, B PROFESSI `
C. 5 CRC
1330351,'J;-•'_4 SC CERTIFIED
RES @E„ dliy6 T G
U PTA,• VI SHA'-•'ii_ir= •rs PARK
SQUARIt I fESr 850)
487-1395 SINESS
AND ULATION
07/
28/2016 CS•
C-ERTWiED vadei.the.provW6s s of C'h.4i3.3FS RICK
SCOTT, GOVERNOR _ --_-- — KEN LAWSON, SECRETARY STATE
OF FLORIDA DEPARTMENT
OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTIOR
INDUSTRY LICENSING BOARD CkCT330351
The
HE5IUEN I IAL UUN I KAI: I UK Named
below IS .CERTIFIED Uriderthe
provisions of Chapter 489 FS. - Expiration
date: AUG 31, 20T8 GURTA,
VIShiPsAL S - PARK,
SQUPRE..L-tOME 5200'
VINEI ANaRCIA -- —
A ® CERTIFICATE OF LIABILITY INSURANCE
DATE (MM/DDrYYYY)
6/1/2017
THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS
CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES
BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED
REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER.
IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to
the terns and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the
certificate holder in lieu of such endorsement(s).
PRODUCER
Brown 6 Brown of Florida, Inc.
2290 Lucien Way
Suite 400
Maitland FL 32751
NONE• CT Julie Kwack
PHONE (407) 660-8282 FAC o. (407)660-2012
AFbMDAFt1LSSvjkwack@bborlando.com
INSURERS AFFORDING COVERAGE NAIC 0
INSURERA.United Specialty Insurance Co.
INSURED
Park Square Enterprises, LLC, DBA: Park Square Homes
5200 Vineland Road, Suite 200
Orlando FL 32811
INSURERB:Travelers Casualty Co. 41769
INSURER C Ameri sure Mutual Insurance Co 23396
INSURER DNavi ators Specialty Insurance
INSURER E :
1 INSURERF:
rrnvcDAr^_cc CFRTIFICATF NI IMRFR•CL1753111504 REVISION NUMBER:
vTHIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD
INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS
CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,
EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.
INSR IILTR TYPE OF INSURANCE ADOL SUBRI POLICY NUMBER
POLICY EFF
MMIDD
POLICY EXP
MMIDD OMITS
X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE 1,000,000
A CLAIMS-MADEOCCUR
DAMAGE TO RENT915,_
PR I S 300,000
NEDEXP(Any one person) S ExcludedATNATL17104106/1/2017 6/1/2018
PERSONAL d ADV INJURY s 1,000,000
GENL AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE 2,000,000
PRODUCTS - COMPIOP AGG S 2,000,000POLICY5JEC7LOC
BI 1 PO adNor Personal & Ad S
OTHER
AUTOMOBILE LIABILITY
COMBINED SINGL LIMIT
a cciddennt S 1,000,000
BODILY INJURY (Per person) S
B X ANY AUTO
nLLOWNED SCHEDULEDUTOS
NON -OWNED
HIRED AUTOS AUTOS
BA-BB637451-17-SEL 6/1/2017 6/1/2018 BODILY INJURY (Per accident) S
PROPERTY DAMAGE
Per accident
S
PIP -Basic S 10,000
UMBRELLA UAB OCCUR EACH OCCURRENCE S 5 000 000
AGGREGATE S 5,000,000
A
UAB CLAIMS -MADE BTN1743932EEXCESSDEDXRETENTIONS0 S6/1/2017 6/1/2018
C
WORKERS COMPENSATION
AND EMPLOYERS' LIABILITYANYPROPRIETORIPARTNER/DCECUTIVE YIN
Mandatory In
EXCLUDED? EilOFFICEryMBER
In NH)H)
NIA
WC2105269 6/1/2017 6/1/2018
X PTA ERR-
E.L.EACH ACCIDENT S 2,000,000
E.L. DISEASE - EA EMPLOYEE S 1,00 000
E.L DISEASE -POLICY LIMIT S 1,000,000Ifyes, describe under
DESCRIPTION OF OPERATIONS below
A Excess Liability SUN1710005 6/1/2017 6/1/2018 Each Occurrence $4,000,000
4M xs of $5M Aggregate $4,000,000
DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached If more space Is required)
Exess Liability - $5M XS of $9M
Carrier: Navigators Specialty Insurance Company
Policy #: ISI7EXC810641IC
Effective: 6/l/2017 to 6/l/2018
Limits:
Each Occurence or Event - $5,000,000
rcoTr rrr-ATc UnI ncD CANCFI 1 ATION
SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE
City of Sanford
P.O. Box 1788
THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN
ACCORDANCE WITH THE POLICY PROVISIONS.
Sanford, FL 32772-1788
AUTHORIZED REPRESENTATIVE
T D'Avanzo, CPCU, CPA
19SS-ZU14 AGURU L:URPORA l ivly. An n9ni5 reberveu.
ACORD 25 (2014/01) The ACORD name and logo are registered marks of ACORD
INS025 (7nio 1t
I
Additional Named Insureds
Other Named Insureds
East Red Bug Road Development LLC Limited Liability Company, Additional Named Insured
Park Square Dellagio, LLC Limited Liability Company, Additional Named Insured
Park Square Enterprises, inc. Corporation, Additional Named Insured
Park Square Homes Doing Business As
OFAPPINF (02/2007) COPYRIGHT 2007, AMS SERVICES INC
i
COMMENTS/REMARKS
General Aggregate - $5,000,000
Products Completed Operations Aggregate - $5,000,000
Inland Marine
Carrier: Amerisure Mutual Insurance Company
Policy #: IM2105271
Effective: 6/1/2017 to 6/l/2018
Limit:
Rented/Leased Equipment - $40,000 Max Limit Any One Item
Deductible:
1,000 per Occurrence
OFREMARK COPYRIGHT 2000, AMS SERVICES INC.
7
Pace 1 of 1
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
Winter Park, FL 32789
l llllil IIJII IIIIJ lIJII iI1N IIIII IIII illl •
GRANT M'LOYr SEMIS01E GOMTY
CLERK OF CIRCUIT COURT 6 COMPTROLLER
EY, 3965 Psi 144-147 i4P3.;i
CLERK'S t 2017073301
REC'ORHO 03/0-/2017 99r40:53 AM
DEED DUC' TAX 4:'5,116.00
REC:ORDINC FEES 5';5.•` O
F:ECORDED BY hdevore
SPACE ABOVE THIS LINE FOR RECORDING DATA) -----
SPECIAL WARRANTY DEED
THIS SPECIAL WARRANTY DEED is made and entered into as of the 2"
d day of
August, 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 herein, the terms "Grantor" and "Grantee" shall be deemed to include all the
parties to this Special Warranty Deed and the heirs, legal representatives and assigns of
individuals and the successors and assigns of corporations. The singular shall be deemed to
include the plural, and vice versa, where the context so permits.
WITNESSETH:
THAT, for and in consideration of the sum of Ten and No/100 Dollars ($10.00) and
other good and valuable considerations, the receipt and sufficiency of which is acknowledged by
Grantor, Grantor hereby grants, bargains, sells, conveys and confirms unto Grantee all that
certain real property together with the improvements thereon (hereinafter collectively referred to
as the "Real Property") in Seminole County, Florida, more particularly described as follows:
See Eibibit "A" attached hereto and incorporated herein by
this reference.
TOGETHER WITH all the tenements, hereditaments and 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 2017 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.
Book8965/Page144 CFN#2017078301 Page 1 of 4
http://officialrecordsbv. seminoleclerk. ororowserView/ 8/24/2017
V
7
Page 1 of 1
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:
U
PrintNameSaleesc-
n'l PO?e—
Print Name: It. Travis Rentz
STATE OF FLORIDA
COUNTY OF ORANGE
GRANTOR:
BRISSON INVESTMENTS LLC,
a Florida limited liability company
By: (14
Ro rt tkisslRepresentative
The foregoing instrument was acknowledged before me this 2 % — day of July, 2017, by
Robert Vatkiss, as Authorized Representative of Brisson Investments LL'C, a Florida limited
liability company, on behalf of said entity. He is personally known to me or has-praduce4L
r.•^y ROlWDYPA Fem
Book8965/Page145 CFN#2017078301
Notary Public, tate of on a
Seal)
Page 2 of 4
http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017
Page 1 of 1
Exhibit "A"
Legal Description
Lou 3, 4, 5, 8, 9, 13, 14, 15, 46, 47, 50, 51, 55, 56, 57, 58, 93, 94, 95, 99, 100, 104, 105, 106,
107, 108, 112, 113, 114, 115, 139, 140, 141, 142, 143, 144, 14% 150, 155,156, 157, 162, d63,
164, 179, 180, 210, 211, 212, 216, 217, 218, 219, 220, 221, 224, 225, 229, 230, 231, 237 and
238, Wyndham Preserve, according to the Plat thereof as recorded in Plat Book 81, Pages 93
through 102, inclusive, Public Records of Seminole County, Florida.
Book8965/Pagel46 CFNr20l7O78301 Page 3 of 4
http://ofEcialrecordsbv.seminoleclerk.orgBrowserView/ • 8/24/2017
Page 1 of 1
Exhibit "B"
Permitted Exceptions
1. Annexation Ordinance recorded October 13, 2005 in Book 5950, Page ,L143.
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 of Wyndham Preserve, recorded in Plat Book 81, Pages 93 through 102,
inclusive.
5. - Declaration and Dedication of Avigation Easement and Related Covenant and
Agreements recorded May 17, 2017 in Book 8916, Page 1019.
6. Declaration of Covenants, Conditions, Easements and Restrictions for Wyndham
Preserve recorded July 5, 2017 in Book 9947, Page 158.
7. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 634 (as to Lot 112).
8. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 635 (as to Lot 113).
9. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 636 (a to Lot 114).
10. Zoning, ordinances and/or restrictions and prohibitions imposed by governmental
Authorities.
Book8965/Pagel47 CFN#2017078301 Page 4 of 4
http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017
CITY OF
Ski!l4FORD
PLANNING & DEVELOPMENT
SERVICES DEPARTMENT
May 29, 2018
Attn: Daphne Clark
301 S. Tubb Street, Unit J 1
Oakland, Florida 34787
Via Email: daphne@permitspermitspenmits.com
RE: De minimus Variance, BP# 18-1471
2614 Green Swallow Way (Lot 238)
Tax Parcel Number: 17-20-31-502-0000-2380
Dear Ms. Clark:
This department is in receipt of your Application for a Variance to decrease the minimum required front (side street)
yard setback from 25'-0" to 22'-6" for a single family home proposed in the Wyndham Preserve subdivision.
Upon review, the request has been determined to be 15% or less of the required dimension and is therefore considered
to be a de minimis variance meeting the following criteria:
Special conditions and circumstances exist which are peculiar to the land, structure or building involved and
which are not applicable to other lands, structures or buildings in the same district.
The literal interpretation ofthe provisions ofthe land development regulations would deprive the applicant of
rights commonly enjoyed by other properties in the same district under the terms of the land development
regulations.
The special conditions and circumstances do not result from the actions of the applicant.
Granting the variance will not confer on the applicant any special privilege that is denied by the land
development regulations to other lands, structures, or buildings in the same district.
The reasons sel forth in the application justify granting the variance, and that the variance is the minimum
variance that will make possible the reasonable use of the land, building, or structure.
The granting of the variance will be in harmony with the general purpose and intent of the land development
regulations and will not be injurious to the neighborhood, or otherwise detrimental to the public welfare.
Your request to decrease the required side street (front) setback from 25%0" to 22'-6" along Night Heron Drive is
hereby approved. This approval in no way overrules or relieves the owner from compliance with any conditions
associated with prior approvals.
Be on notice that appeals of the above decision may be made to the City Commission by any person aggrieved or by
any officer, board or agency of the City including the City Commission within thirty (30) calendar days of the
Administrative Official's action. The applicant shall be required to withhold all action on the property until the 31 st
day past the date noted above. If you have any questions, please contact this office.
Respectfully,
CIT OF;
SAFOSareenert
Planner
Jeff Triplett Art Woodruff Velma H. Williams Patrick Austin Patty Mahany Norton N. Bonaparte, Jr.
Mayor District 1 District 2 District 3 District 4 City Manager
City Hall, 2nd Floor • 300 North Park Avenue • Sanford, FL 32771-1244 - PO Box 1788 • Sanford, FL 32772-1788
p. 407.688.5140 - f.407.688.5141 • sanfordfl.gov
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
40 170 Lath Inspection
50 1000 Final Roof
50 1000 Final Stucco / Siding
80 1000 Insulation Final
1000 Final Single Family Residence
A d a rPac!
r}nOlsAurl+te ,i1V •-Iex-wM y',
FE A CoTRIC AL P ERIVILT
w •-t. _{
Min Max Inspection Description
10 Underground Electric
10 Footer / Slab Steel Bond
20 30 Temporary Underground Power TUG
30 Electric Rough
1000 Electric Final
Inspection DescriptionMinMax
10 Plumbing Under ound
20 Plumbing Tubset
10 1000 Plumbing Sewer
1000 Plumbing Final
1!I E N,!I_CNALf ERIVIIT - '^ - ((1`1.,. •, : •.'
r `. - :..:.;;r<•- .''llx
Y , i •54e• a*'aic• L _1....•J• rJ y 1 •ai•L t ' i]N
Min Max Inspection Description
10 Mechanical Rough
1000 Mechanical Final
REVISED: June 2014
RECORD COPY
FORM R405-2017
FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION
Florida Department of Business and Professional Regulation - Residential Performance Method
Project Name: 4CypressS
wWa
f
Street:2614 G enSwallow PPermitRHG Office: City of Sanford 1
s_
0, 0Owner:
City, City, State, Zip: Sanford , FL , 32773 Permit Number: O v
I o Park
Square Homes Jurisdiction: 6 15 0 m 0 Design
Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) yp 1.
New construction or existing New (From Plans) 9. Wall Types (3751.0 sgft.) Insulation Area 2.
Single family or multiple family Single-family a.
Frame - Wood, Exterior R=11.0 1791.00 f12 b.
Concrete Block - Int Insul, Exterior R=4.1 1586.70 ft2 3.
Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 373.33 f12 4.
Number of Bedrooms 5 d. N/A R= ft2 10.
Ceiling Types (2291.0 sqft.) Insulation Area 5.
Is this a worst cases No a. Under Attic (Vented) R=30.0 2291.00 ft 6.
Conditioned floor area above grade (f12) 3449 b. N/A R. ft2 Conditioned
floor area below grade (W) 0 c.
N/A 11.
Ducts R=
ft R
ft 7.
Windows(387.0 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: Attic 6 376.4 a.
U-Factor: Dbl, U=0.55 240.00 ft2 b. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 313.4 SHGC:
SHGC=0.22 b.
U-Factor: Dbl, U=0.58 72.00 ft212. Cooling systems kBtu/hr Efficiency SHGC:
SHGC=0.25 a.
Central Unit b.
Central Unit 34.
8 SEER:16.00 28.
6 SEER:16.00 c.
U-Factor: Dbl, U=0.54 60.00 ft2 SHGC:
SHGC=0.25 13, Heating systems kBtu/hr Efficiency d.
U-Factor: other (see details) 15.00 t12 a. Electric Heat Pump 33.0 HSPF:9.00 SHGC:
other (see details) b. Electric Heat Pump 27.8 HSPF:9.00 Area
Weighted Average Overhang Depth: 2,791 ft. Area
Weighted Average SHGC: 0.231 14. Hot water systems a.
Electric Cap: 50 gallons 8.
Floor Types (3449.0 sgft.) Insulation Area EF: 0.900 a.
Slab -On -Grade Edge Insulation R=0.0 1882.00 1`12 b. Conservation features b.
Floor Over Other Space R-0.0 1158.00 f12 None c.
other (see details) R. 409.00 ft2 15. Credits Pstat Glass/
Floor Area: 0.112 Total
Proposed Modified Loads: 92.99 PASS TotalBaselineLoads: 95.97 1
hereby certify that the plans and specifications covered by Review of the plans and Tt1E S7.17, this
calculation are in compliance with the Florida Energy Code.
Digitally signed by8ojan specifications
covered by this indicates
co
s
BOartJPaukoviccalculation
compliance y ._ a
PaUiCOVIC /- •
Date. 2018.02280629:18 with the Florida Energy Code. PREPARED
BY: cs•p• Before construction is completed DATE:
this building will be inspected for a compliance
with Section 553,908 I
hereby certify that this building ned, is in compliance Florida Statutes. with
the Florida En OD WE'D OWNER/
AGE BUILDING OFFICIAL: DATE:
DATE: •1 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. 2/
28/2018 6:27 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5
FORM R405-2017
PROJECT
Title: Lot 238 3449 Cypress A RHG Bedrooms: 5 Address Type: Street Address
Building Type: User Conditioned Area: 3449 Lot # 238
Owner Name: Park Square Homes Total Stories: 2 Block/Subdivision: WYNDHAM PRESERV
of Units: 1 Worst Case: No PlatBook:
Builder Name: Rotate Angle: 270 Street: 2614 Geen Swallow Wa
Permit Office: City of Sanford Cross Ventilation: No County: Seminole
Jurisdiction: 691500 Whole House Fan: No City, Slate, Zip: Sanford ,
Family Type: Single-family FL, 32773
New/Existing: New (From Plans)
Comment:
CLIMATE
J 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 Blockt 1882 17559.1
2 Block2 1567 14103
SPACES
Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated
1 1 st Floor 1882 17559.1 Yes 2 2 1 Yes Yes Yes
2 2nd Floor 1567 14103 No 4 3 1 Yes Yes Yes
FLOORS
fr Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet
1 Floor Over Other Space 2nd Floor ---- ---- 1158112 0 0.29 0 0.71
2 Slab -On -Grade Edge Insulatio 1st Floor 170 11 0 1882 f12 0.29 0 0.71
3 Floor over Garage 2nd Floor ---- ---- 409 f12 11 0.29 0 0.71
ROOF
Roof Gable Roof Solar SA Emitt Emitt Deck Pitch
ay Type Materials Area Area Color Absor. Tested Tested Insul. deg)
1 Hip Composition shingles 2562 ft2 0 ft2 Dark 0.9 N 0.9 No 0 26.6
ATTIC
V 1t Type Ventilation Vent Ratio (1 in) Area RBS IRCC
1 Full attic Vented 300 2291 f12 N N
2/28/2018 6:27 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5
FORM R405-2017
CEILING
N Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type
1 Under Attic (Vented) 1st Floor 30 Blown 2291 ft2 0.1 Wood
WALLS
Adjacent Cavity Width Height Sheathing Framing Solar Below
Space
1 S=>E Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 112 0 0.25 0.8 0
2 S=>E Exterior Concrete Block - Int Insul 1st Floor 4.1 48 6 9 4 452.7 112 0 0 0.8 0
3 E=>N Exterior Frame - Wood 2nd Floor 11 45 0 9 0 405.0 ft2 0 0.25 0.8 0
4 E=>N Exterior Concrete Block - Int Insul 1st Floor 4.1 45 0 9 4 420.0 ttz 0 0 0.8 0
5 N=>W Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft2 0 0.25 0.8 0
6 N=>W Exterior Concrete Block - Int Insul 1st Floor 4.1 60 0 9 4 560.01? 0 0 0.8 0
7 W=>S Exterior Frame - Wood 2nd Floor 11 45 0 9 0 405.0 12 0 0.25 0.8 0
8 W=>S Exterior Concrete Block - Int Insul 1st Floor 4.1 16 6 9 4 154.0 ftz 0 0 0.8 0
9 SW Garage Frame - Wood 1 st Floor 11 40 0 9 4 373.3 ft2 0 0.25 0.8 0
DOORS
q Ornt Door Type Space Storms U-Value Width Height Area
Ft In Ft In
1 W=>S Insulated 1st Floor None 39 3 8 24 12
2 - >SW Wood 1st Floor None 46 2 8 8 21.3 ft2
WINDOWS
Orientation shown is the entered orientation => changed to As Built rotated 270 de rees .
Wall OverhangVOrntIDFramePanesNFRCU-Factor SHGC Imp Area Depth Separation Int Shade Screening
1 S=>E 1 Metal Low-E Double Yes 0.55 0.22 N 45.0 112 1 1t 0 in 0 it 9 in Drapes/blinds None
2 S=>E 2 Metal Low-E Double Yes 0.55 0.22 N 15.0112 1 It 0 in 0 it 9 in Drapes/blinds None
3 S=>E 2 Metal Low-E Double Yes 0.55 0.22 N 45,0112 1 It 0 in 11 it 2 in Drapes/blinds None
4 S=>E 2 Metal Low-E Double Yes 0.54 0.25 N 4.0 112 1 1t 0 in 11 ft2 in None None 5
S=>E 2 Metal Low-E Double Yes 0.54 0.25 N 4.0 112 1 1t 0 in 11 ft2 in Drapes/blinds None 6
e=>N 3 Metal Low-E Double Yes 0.55 0.22 N 15.0 1? 1 1t 0 in 0 it 9 in Drapes/blinds None 7
e=>N 3 Metal Low-E Double Yes 0.54 0.25 N 8.0 112 1 1t 0 in 0 it 9 in Drapes/blinds None 8
e=>N 4 Metal Low-E Double Yes 0.55 0.22 N 30.0 ft2 1 1t 0 in 0 it 9 in Drapes/blinds None 9
e=>N 4 Metal Low-E Double Yes 0.58 0.25 N 72.01? 10 it 0 in 0 it 0 in None None 10
N=>W 5 Metal Low-E Double Yes 0.54 0.25 N 4.0 12 1 1t 0 in 0 it 9 in Drapes/blinds None 11
N=>W 5 Metal Low-E Double Yes 0.54 0.25 N 15.0 112 1 1t 0 in 0 it 9 in Drapes/blinds None 12
N=>W 6 Metal Low-E Double Yes 0.55 0.22 N 30.0 112 1 1t 0 in 0 it 9 in Drapes/blinds None 13
N=>W 6 Metal Low-E Double Yes 0.54 0.25 N 4.0 f12 1 1t 0 in 11 ft 2 in Drapes/blinds None 14
w=>S 7 Metal Low-E Double Yes 0.55 0.22 N 45.0 ft2 1 it 0 in 0 it 9 in Drapes/blinds None 15
w=>S 7 Metal Low-E Double Yes 0.55 0.25 N 15.0 112 1 ft 0 in 0 it 9 in Drapes/blinds None 16
w=>S 7 Metal Low-E Double Yes 0.54 0.25 N 6.0 ft2 1 1t 0 in 0 119 in Drapes/blinds None 17
w=>S 7 Metal Low-E Double Yes 0.54 0.25 N 15.0 12 1 it 0 in 0 it 9 in Drapes/blinds None 18
W=>S 8 Metal Low-E Double Yes 0.55 0.22 N 15.0 1`12 4 1t 0 in 2 if 2 in Drapes/blinds None 2/
28/2018 6:27 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5
FORM R405-2017
GARAGE
Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation
1 592 ftz 592 fie 58 ft 9.33 ft 1
INFILTRATION
Scope Method SLA CFM 50 ELA EgLA ACH ACH 50
1 Wholehouse Proposed ACH(50) 000408 3693.9 202.79 381.38 .367 7
HEATING SYSTEM
System Type Subtype Efficiency Capacity Block Ducts
1
2
Electric Heat Pump/
Electric Heat Pump/
Split
Split
HSPF:9 33 kBtu/hr 1
HSPF:9 27.8 kBtu/hr 2
sys#1
sys#2
COOLING SYSTEM
System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts
1
2
Central Unit/
Central Unit/
Split
Split
SEER: 16 34.8 kBtu/hr 1044 ctm 0.75 1
SEER: 16 28.6 kBtu/hr 858 cfm 0.75 2
sys#1
sys#2
HOT WATER SYSTEM
System Type SubType Location EF Cap Use Se1Pn1 Conservation
1 Electric None Garage 0.9 50 gal 80 gal 120 deg None
SOLAR HOT WATER SYSTEM
FSEC
Cart # Company Name
Collector Storage
System Model # Collector Model # Area Volume FEF
None None ft2
DUCTS
Supply ----
Location R-Value Area
Return ---- Air CFM 25 CFM25
Location Area Leakage Type Handler TOT OUT ON RLF
HVAC #
Heat Cool
1
2
Attic 6 376.4 ft
Attic 6 313.4 ft
Attic
Attic
94.1 112 Prop. Leak Free Attic --- cfm 56.5 cfm 0.03 0.50
78.35 ft Prop. Leak Free 2nd Floor -- cfm 47.0 cfm 0.03 0.50
1 1
2 2
2/28/2018 6.27 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 4 of 5
FORM R405-2017
TEMPERATURES
Programable Thermostat: Y Ceiling Fans:
Coolingjj jj Jan
He jX] Jan
I jj FebfXlFeb
jj ]] Mar
X] Mar
f A r
Ar
f[)] May [X]
May [
Jun
Jun
jjX Jul
j ] Jul
jXj Aug
Au[
Se
Sep
j ] Oct
Oct
Nov
Nov
Dec
Dec
Ventin [ j Jan l ] Feb XJ Mar Apr l j Me ` 1 J Jun jj ] Jul j) Aug f Se X) 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
2/28/2018 6:27 AM EnergyGaugeS 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: 2614 Geen Swallow Way Permit Number:
Sanford, FL, 32773
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 anytime 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 lest, shall be fully open.
R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight-litting 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 loot (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.
2/26/2018 10:19 AM EnergyGauge® USA - FlaRes2017 - FBC 6th 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 -rated and labeled as having an air leakage rate not
more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E283 at a 1.57 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)(f), (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
lest.
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 105OF (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.
2/26/2018 10:19 AM EnergyGauge® USA - FlaRes2017 - FBC 6th 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 of 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 140OF (38°C to 60°C).
R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to
electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of
combustion types of service water -heating systems to be turned off.
R403.5.6.2 Water -heating equipment. Water -heating equipment installed in residential units shall meet the minimum efficiencies of
Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed.
Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate
water -heating category. Solar water heaters shall meet the criteria of Section R403.5.6.2.1.
R403.5.6.2.1 Solar water -heating systems. Solar systems for domestic hot water production are rated by the annual solar energy
factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of
Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors,
and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol. Collectors in installed solar
water -heating systems should meet the following criteria:
1. Be installed with atilt 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.
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.
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 (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions
described in Section R302.1. This Code does not allow designer safety factors, provisions for future expansion or other factors that
affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such
as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency
rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed.
TABLE R403.6.1
WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY
FAN LOCATION AIRFLOW RATE MINIMUM
CFM)
MINIMUM EFFICACY a
CFM/WATT)
AIRFLOW RATE MAXIMU
CFM)
Range hoods Any 2.8 cfm/watt Any
In -line fan Any 2.8 cfm/watt Any
Bathroom, utility room 10 1.4 cfm/wan 90
Bathroom, utility room 90 2.8 cfm/wan Any
For SI: 1 cfm = 28.3 Umin. a. When tested in accordance with HVI Standard 916
2/26/2018 10:19 AM EnergyGauge® USA - FlaRes2017 - FBC 61h 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 heal pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even it
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 (10°C), and no
precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (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 heater. Operation
of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the
power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots.
R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule
shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this
section.
Exceptions:
1. Where public health standards require 24-hour pump operation.
2. Pumps that operate solar- and waste -heat -recovery pool heating systems.
3. Where pumps are powered exclusively from on -site renewable generation.
R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent spas shall be equipped with a vapor -retardant cover on or at
the water surface or a liquid cover or other means proven to reduce heat loss.
Exception: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered
energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required.
R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa heaters shall have a minimum thermal
efficiency of 82 percent for heaters manufactured on or after April 16, 2013, when tested in accordance with ANSI Z 21.56. Pool
heaters fired by natural or LP gas shall not have continuously burning pilot lights.
2/26/2018 10:19 AM EnergyGauge® USA - FlaRes2017 - FBC 61h 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 verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard.
R403.11 Portable spas (Mandatoryl)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.
2/26/2018 10:19 AM EnergyGaugeO USA - FlaRes2017 - FBC 61h Edition (2017) Complia Page 5 of 5
FORM R405-2017
ENERGY PERFORMANCE LEVEL (EPL)
DISPLAY CARD
ESTIMATED ENERGY PERFORMANCE INDEX" = 97
The lower the EnergyPerformance Index, the more efficient the home.
2614 Geen Swallow Way, Sanford, FL, 32773
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 (1`12)
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: other (see details)
SHGC: other (see details)
Area Weighted Average Overhang Depth:
Area Weighted Average SHGC:
8. Floor Types
a. Slab -On -Grade Edge Insulation
b. Floor Over Other Space
c. other (see details)
New (From Plans) 9. Wall Types Insulation Area
Single-family
a. Frame - Wood, Exterior R=11.0 1791.00 ft2
b. Concrete Block - Int Insul, Exterior R=4.1 1586.70 ft
1 c. Frame - Wood, Adjacent R=11.0 373.33 f12
5 d. N/A R= fl2
10. Ceiling Types Insulation Area
No a. Under Attic (Vented) R=30.0 2291.00 ft2
3449 b. N/A R= f12
c. N/A R. f12
Area
11. Ducts R ft2
240.00 ft2 a. Sup: Attic, Ret: Attic, AH: Attic 6 376.4
b. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 313.4
72.00 ft2
12. Cooling systems kBtu/hr Efficiency
60.00 f12 a. Central Unit 34.8 SEER:16.00
b. Central Unit 28.6 SEER:16.00
Insulation
R=0.0
R=0.0
R=
15.00 f12
13. Heating systems kBtu/hr Efficiency
a. Electric Heat Pump 33.0 HSPF:9.00
2.791 ft. b. Electric Heat Pump 27.8 HSPF:9.00
0.231
Area 14. Hot water systems
a. Electric Cap: 50 gallons
1882.00 ft2 EF: 0.9
1158.00 112
b. Conservation features
409.00 ft2
None
15. Credits Pstat
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 compli eatur .
Builder Signature: Date: 3 aa. Ia
Address of New Home: & f yU,yp,a City/FL Zip:a>pro 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@)
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. 2/
28/2018 6:27 AM EnergyGauge® USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 O
R1
2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
TABLE 402.4.1.1
AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA
Project Name: Lot 238 3449 Cypress A RHG - S Builder Name:
Street: 2614 Geen Swallow Way Permit Office: City of Sanford
City, State, Zip: Sanford , FL , 32773 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
a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400.
2/26/2018 10:19 AM EnergyGauge® USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1
eeProt Summary
Job: 3449 Cypress ARHG
ftwrightso• ry Date: 05/22/2017
SYS 1 By. LF/BP
One Stop Cooling and Heating
7225 Sardsowe Coun. W iner Parr FL 32792 Pfere: (407) 629.6920 Fax• (407) 629 - 9307 Web, wwwOreStopCoolirg.com License: CAC032444
Project Information
For: Park Square Homes
FL
Notes:
7)esinn Informatic
Weather: Orlando Ind 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
Moisture difference
50
49 grAb
Heating Summary Sensible Cooling Equipment Load Sizing
Structure 17952 Btuh Structure 13989 Btuh
Ducts 2505 Btuh Ducts 7944 Btuh
Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh
none) none)
Humidification 0 Btuh Blower 0 Btuh
Piping 0 Btuh
Equipment load 20457 Btuh Use manufacturer's data n
Rate/swing multiplier 0.97
Infiltration Equipmenl sensible load 21363 Btuh
Method Simplified Latent Cooling Equipment Load Sizing
Construction quality Average
Fireplaces 0 Structure 1788 Btuh
Ducts 1721 Btuh
Central vent (0 ctm) 0 Btuh
Heating Cooling none)
Area (ft 1889 1889 Equipment latent load 3509 Btuh
Volume (ft3) 17570 17570
Air changes/hour 0.32 0.16 Equipment Total Load (Sen+Lat) 24872 Btuh
Equiv. AVF (cfm) 94 48 Req. total capacity at 0.75 SHR 2A ton
Heating Equipment Summary Cooling Equipment Summary
Make Trane Make Trane
Trade TRANE Trade TRANE
Model 4TWR6036H1 Cond 4TWR60361-11
AHRI ref 7562981 Coil TEM6AOC36H31++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 cfm
Air flow factor 0 cfm/Btuh Air flow factor 0.053 cfm/Btuh
Static pressure 0.50 in H2O Static pressure 0.50 in H2O
Space thermostat Load sensible heat ratio 0.86
Capacity balance point = 30 OF
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
Fla- wrigrrstsc fft- 2018-Feb.2610:16:43
Q= Rgh-Suite®Uriversal2018 18.0.11 RSU16877
ROCK ..-0\TEMP PRIMUt 238 3449 CypressA RHG - S.rup Cale. M18 House faces: S
Page 1
wrightsoft, Project Summary
SYS 2
One Stop Cooling and Heating
7225 Sardscove Court. Wirter Park FL 32792 Plore' (407) 629 - 6920 Fax, (407) 629 - 9307 Web: wwwOreStopCoolirg.00m Licerse: CAC032444
For: Park Square Homes
FL
Notes:
Weather: - Orlando Intl AP, FL, US
Winter Design Conditions
Outside db 42 OF
Inside db 68 OF
Design TD 26 OF
Heating Summary
Structure 11103 Btuh
Ducts 2050 Btuh
Central vent (0 cfm) Btuh
none)
Humidification 0 Btuh
Piping 0 Btuh
Equipment load 13154 Btuh
Infiltration
Method Simplified
Construction quality
Fireplaces
Average
0
Heating linqCo164Area (ft 6
Volume (ft3) 1488146614816 Air
changeslhour 0.43 0.22 Equiv.
AVF (dm) 106 54 Heating
Equipment Summary Make
Trane Trade
TRANE Model
4TW R603OH1 AHRI
ref 7562380 Efficiency
Heating
Input Heating
output Temperature
rise Actual
air flow Air
flow factor Static
pressure Space
thermostat Capacity
balance point = 21 OF 9
HSPF 27800
Btuh @ 47-F 0
0 0
cirri 0
cfm/Btuh 0.
50 in H2O Job:
3449 Cypress ARHG Date:
05/22/2017 By.
LF/BP Summer
Design Conditions Outside
db 92 OF Inside
db 74 OF Design
TD 18 OF Daily
range M Relative
humidity 50 Moisture
difference 49 grAb Sensible
Cooling Equipment Load Sizing Structure
13848 Btuh Ducts
6441 Btuh Central
vent (0 cfm) 0 Btuh none)
Blower
0 Btuh Use
manufacturer's data n Rate/
swing multiplier 0.97 Equipment
sensible load 19761 Btuh Latent
Cooling Equipment Load Sizing Structure
2599 Btuh Central
1390 vent (0 dm) BBtuh none)
Equipment
latent load 3992 Btuh Equipment
Total Load (Sen+Lat) 23753 Btuh Req.
total capacity at 0.75 SHR 2.2 ton Cooling
Equipment Summary Make
Trane Trade
TRANE Cond
4TWR6030H1 Coil
TEM6AOB3OH21++TDR AHRI
ref 7562380 Efficiency
13.0 EER,16 SEER Sensible
cooling 21450 Btuh Latent
cooling 7150 Btuh Total
cooling 28600 Btuh Actual
air flow 953 cfm Air
flow factor 0.047 cfm/Btuh Static
pressure 0.50 in H2O Load
sensible heat ratio 0.84 Calculations
approved byACCAto meet all requirements of Manual J 81h Ed. wriat
Is ! Yt' 2018-Feb-2610:16.43 RigtvSU"
Uriversal 20l8 l8.0.11 RSU16877 Page t 4ATEMP
PRINX01238 3449 CypressA RHO - Sxw Calc- M18 House hoes- S
wrightsoft' Right-J® Worksheet
SYS 1
One Stop Cooling and Heating
7225 Sardscove Cool, Wirter Park, FL 32792 Pf ore. (407) 629.6920 Fax (407) 629.9307 Web- wwwOreSlopCoolirg.00m License: CACD32444
Job: 3449 Cypress ARHG
Date: 05/22/2017
By. LF/BP
1 Room name SYS 1 Gbrm
2 Exposed wall 170D fl 43.0 fl
3 Room height 93 11 d 93 fl heaVcool
4 Room dimensions 185 x 145 It
5 Room area 18893 w 2683 IF
Ty Construction
number
U-value
Bbrh4F-°9
Cr HTM
BWWIR)
Area (fly
or perimeter (It)
Load
BWh)
Area (IF)
or perimeter (fl)
Load
Btuh)
Heat Cod Gross WIS Heat Cool Gross NAS Heat Cod
6 12B.09N OD97 no ODO ODD 0 0 0 0 0 0 0 0
4A5-20m 0.550 ne OAO ODO 0 0 0 0 0 0 0 0
4A5.2om 05W no 0.00 0.00 0 0 0 0 0 0 0 0
485-21m 0540 no 0.00 0.00 0 0 0 0 0 0 0 0
11 4B5-2bn 0540 no ODO 0.00 0 0 0 0 0 0 0 0
13A-4ors 0.143 no 3.73 2.90 153 114 427 331 0 0 0 0
4A5-2om 0550 no 1435 22.14 15 0 215 332 0 0 0 0
11 DO 03M no 10.18 1227 24 24 24.4 294 0 0 0 0
1213-09N OD97 se OD0 0.00 0 0 0 0 0 0 0 0
I-C 485.2fln 0540 se 0.01) ODO 0 0 0 0 0 0 0 0
L-G 485.21m
13A4ors
0.540
0.143
se
se
ODO
3.73
ODO
2.90
0
558
0
524
0_
19%
0
1517
0-
93
0
93
0
347
0
269
4A5-20m 0550 se 14.35 21.01 30 5 431 630 0 0 0 0
4B5-21m 0540 se 14.09 24M 4 0 56 96 0 0 0 0
12B-0sw 0.097 9w 0.00 0.00 0 0 0 0 0 0 0 0
4A5-2om 0550 SV 0.00 0.00 0 0 0 0 0 0 0 0
4B5.21m 0.540 sw ODO 0.00 0 0 0- 0 0 0 0 0
1--G
13A4ors 0.143 9w 3.73 2.90 419 317 1181 917 172 142 530 411
4A5-2orn 0.550 s+v 14.35 21.02 30 5 431 630 30 5 431 630
G 4A5-2omd 0580 sw 15.14 15.90 72 72 1090 1145 0 0 0 0
Vj!
1 i
12B-0Sw OD97 rrw 0.00 O.00 0 0 0 0 0 0 0 0
4A5-2orn -- 0550 rw ODO 0D0 0 0 0 0 0 0 0 0
13A-40a 0.143 nw 3.73 2.90 451 383 1430 1109 135 105 391 304
4A5.2om 0550 nw 1435 22.14 15 0 215 332 15 0 215 332
4A5.2om 0550 rrw 1435 22.14 45 0 646 996 15 0 215 332
4B5.2tm 0540 rew 14,09 26.99 4 0 56 108 0 0 0 0
4B5.21m O-W nw 14.09 2359 4 0 56 94 0 0 0 0
R 12C-0sw
11 DO
0D91
0390 n
2.38
10.18
151
1227
372
2/
351
21
833
217
528
262
0
0
0
0
0
0
0
0
C 168-30ad OD32 0.84 1.76 662 662 553 1165 185 185 155 325
F 19C-19tscp _ 0D49 0.00 ODO 0 0 0 0 0 0 0 0
F 22A-bon 1.180 3050 0.00 1889 170 5236 0 268 43 1324 0
6 c) AED exorrson 1099 405
Envelopelossr n 15274 11587 3609 3009
12 a) Infiltrabon 2678 970 677 245
b) Room ven6tation 0 0 0 0
13 Internal gains: occupants@ 230 1 230 1 230
Appliancestfm 1202 0
Subtotal (lines 6 to 13) 17952 13989 4286 3485
Low eOemalload 0 0 0 0
Lesstransier 0 0 0 0
Redisbibubon 0 0 0 0
14 Subtotal 17952 13989 4286 3485
15 Dud loads 1 14%1 570/6 2505 7944 14% 57"/6 598 1979
Total room load W457 219M 4884 5464
Air required (dm) 0 1160 1 1 0 289
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
fi+ wr`gFresoT!- 2018-Feb-2610:16:43
Riga•SUte®Uriversal201818.0.11 RSU16877 Page 1
pkTEMP PRIT11ol238 3449 CypressA RHG - Snp Calc. KA House faces S
wrightsoft• Right-J® Worksheet
SYS 1
One Stop Cooling and Heating
7225 Sardscove Coot, W irter Park, FL 32792 Phore: (407) 629.6920 Fax- (407) 629 - 9307 Web. wwwOreStopCoolirg.com License: CAC032444
Job: 3449 Cypress ARHG
Date: 05/22/2017
By. LF/BP
1 Room name T01 Bth 1
2 Exposed wall 0 8 10.0 0
3 Room height 93 D heaftol 93 D heaVwol
4 Room dimensions 5.5 x 35 ft 9.0 x 10.0 ft
5 Room area 193 IF 90.0 IP
Ty Construction
number
U-value Or HTM
BtuhM
Area (w)
or perimeter (ft)
Load
Btuh)
Area (W)
or perimeter (11)
Load
Btuh)
Heat Cod Gross NAS Heat Cod Gross WP/S Heat Cod
6 12B-0av 0.097 ne 0.00 0.00 0 0 0 0 0 0 0 0
4A5-2om 0550 no 0.00 0.00 0 0 0 0 0 0 0 0
4A5.20m 0550 ne 0.00 0.00 0 0 0 0 0 0 0 0
4B5.211rn 0540 ne 0.00 0.00 0 0 0 0 0 0 0 0
11 4B5-21n 0540 no ODO 0A0 0 0 O 0 0 0 0 0
Vjl 13A-40cs 0,143 no 3.73 2.90 0 0 0 0 0 0 0 0
4A5.2om 0550 ne 1435 22.14 0 0 0 0 0 0 0 0
I-DG 11DO 039D no 10.18 1227 0 0 0 0. 0 0
126-0sw OD97 se 0.00 0.00
0
0
0
U 0 0 0 0 0 0
4B55-21n 0.540 se 0.00 ODO 0 0 0 0 0 0 0 0
4135-21n 0540 se 0.00 ODD 0 0_ 0 0 0 0 0 0
1qI 13A-4ocs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0
C 4A5.2om 0.550 se 1435 21.01 0 0 0 0 0 0 0 0
I=i 4BS2kn 0540 se 14.09 24.09 0 0 0 0 0 0 0 0
1ql
I_{(
12B-Osw OD97 sw 0.00 ODD 0 0 0 0 0 0 0 0
4A5-tom 0550 SN 0.00 0.00 0 0 0 0 0 0 0 0
495.21m 0540 my OAO 0.00 0 0 0 0 0 0 0
13A-4ocs 0.143 9N 3.73 2.90 0 0
0-
0 0 0 0 0 0
0550 9w 14.35 21.02 0 0 0 0 0 0 0 024A5.2om
4A5.2omd 0580 SN 15.14 15.90 0 0 0 0 0 0 0 0
Vj!
I
12B-Osw OD97 rw I0D ODO 0 0 0 0 0 0 0 0
4A5.2om 0550 rw ODO 0.00 0 0_ 0 0 0- 0 0 0
13A4oc5 0.143 rw 3.73 2.90 D 0 0 0 93 89 332 258
4A5.2om 0550 rw 1435 22.14 0 0 0 0 0 0 0 0
4A5-2om 0550 rw 1435 22.14 0 0 0 0 0 0 0 0
4B5.26n 0540 rw 14.09 2629 0 0 0 0 4 0 56 108
4B5.2Im 0.540 rw 14.09 2359 0 0 0 0 0 0 0 0
R 12C-0sw 0.091 238 151 0 0 0 0 0 0 0 0
11 DO 03M n 10.18 1227 0 0 0 0 0 0 0 0D
C 1613-30ad _ 0.032 0b4 1.76 0-- 0 0 0 0 0 0 0
F 19C-19tsp OD49 ODO ODD 0_ 0 0 0 0 0 0 0
F 22A-tDm _ 1.180 30.80 0.00 19 0 0 0 90 10 3D8 0
6 0) AED excursion 0 27
Envelope lossrgain 0 0 697 392
12 a) MTillrabon 0 0 158 57
b) Room verrblabon 0 0 0 0
13 Internal gains Ooapams@ 230 0 0 0 0
Appliance9bther 1 0
Subtotal Pines 6 to 13) 0 1 854 449
Less e4omal load 0 0 0 0
Lessvarder 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 0 1 854 449
15 Dud loads 1140!0 SMI 0 1 14% 570/6 119 255
Total room load 0 2 973 705
Air required (dm) 0 0 0 37
Calculations approved by ACCA to meet all requirements of Manual J ft Ed.
r wr`ghtsolt- 2018-Feta2610:16:43
Rrgh-Sute®Unversal201818.0.11 RSUI6877 Paget
P\TEMP PRINI1Lol238 3449 CypressA RHG - S rrp Cale= NUB Horse faces S
wrightsoft• Right-J® Worksheet
SYS 1
One Stop Cooling and Heating
7225 Sardscove Court Wirter Park FL 32792 Phone: (407) 629.6920 Fax: (407) 629 - 9307 Web. wwwOreSiopCoolirg com License: CAC032444
Job: 3449 Cypress ARHG
Date: 05/22/2017
By. LF/BP
1 Room name Owic Pan
2 Exposed wall 0 R 75 It
3 Room height 93 R heaftol 93 R heatrtpol
4 Room dimensions 10 x 403 R 85 x 7.5 R
5 Room area 403 IF 63.8 W
Ty Construction
number
U-value
BWh4R`F)
Or HTM
BWh4M
Area
or perimeter (R)
LOW
BWh) or perimeter (R) BWh)
Het Cool Gross NAS Heat Cool Gross WP/S Heat Cool
6 12B-09v 0097 ne ODD ODD 0 0 0 0 0 0 0 0
4A5-20m 0550 no 0.00 OAO 0 0 0 0 0 0 0 0
4A5.2om OS50 no ODO 0.00 0 0 0 0 0 0 0 0
4B5.2kn 0540 ne ODO ODD 0 0 0 0 0 0 0 0
11 4B5.21m 0540 ne ODO ODO 0 0 0 0 0 0_ 0 0
13A-4ocs 0.143 no 3.73 2.90 0 0 0 0 0 0 0 0
G 4A5-2om OS50 ne 1435 22.14 0 0 0 0 0 0 0 0
p 11 Do 0390 no 10.18 1227 0 0 0 0 0 0 0 0
111!! 12B-0sw OD97 se ODO 0.00 0 0 0 0 0 0 0 0
E-- G 485-21n 0.540 se ODD ODD 0 0 0 0 0 0 0 0
I-C 4B5-2kn 0540 se ODO ODO 0 0 0 0 0 0 0 0
ql 13A-4ors 0.143 se 3.73 2.9D 0 0 0 0 0 0 0 0
G 4A5.2om 05%. se 14.35 21.01 0 0 0 0 0 0 0 0
l- 4B5-2kn 0540 se 14.09 24.09 0_ O 0 0 0 0 0 0
12B-09w OD97 9ry ODO ODO 0 0 0 0 0 0 0 0
4A5.2om 0550 sw 0D0 0.00 0 0 0 0 0 0 0 0
4B5-2lm 0S40 sw ODO OM 0 0_ 0 0 0 0 0 0
v
I--G
13A-4ocs 0.143 sw 3.73 2.90 0 0 0 0 0 0 0 0
4A5.2om 0. 50 9w 1435 21.02 0 0 0 0 0 0 0 0
4A5-2omd Osw 9av 15.14 15.90 0 0 0 0 0 0 0 0
Vy 12B-09w 0.097 nw 0.00 Ono 0 0 0 0 0 0 0 0
4A5.2om 0.550 rnnr ODO ODO 0 0 0 0 0 0 0 0C
13A-4ocs 0.143 nw 3.73 2.90 0 0 0 0 70 66 245 190
4A5-20m 0.550 nw 1435 22.14 0 0 0 0 0 0 0 0
4A5.2om 055o nw 1435 22.14 0 0 0 0 0 0 0 0
485.21n 0540 nor 1409 26.99 0 0 0 0 0 0 0 0
4B5.2kn 0540 nw 14M 2359 0 0 0 0 4 0 56 94
R 1210-03N
11D0
OD91
03M n
238
10.18
151
1227
0
0
0
0
0
0
0
0
79
0
79
0
188
0
119
0
C 16B-30ad 0032 0b4 1.76 0 0 0 0 0 0 0 0
F 19C-19cs(p _ _ 0.049 0.00 ODO 0 0 0 0 0 0 0 0
F _ 22A-Lxn 1.180 30.80 0.00 40 0 0 0 64 8 231 0
6 c) AED excursion 0 33
Envelope los4gain 0 0 721 437
12 a) Infil7akon 0 0 118 43
b) Room ventlabon 0 0 0 0
13 Internal gains Omupants@ 230 0 0 0 0
Appliancesrolher 1 0
Subtotal pines 6 to 13) 0 1 839 480
Less ebemalload 0 0 0 0
Leatrarder 0 0 0 0
Redistribution 0 0 0 0
14 Subtotal 0 1 839 480
15 Dud loads 1 14% 57% 0 1 14% 57% 117 272
Total room load 0 2 956 752
Air required (dm) 0 0 0 40
Calculations approved by ACCA to meet all requirements of Manual J 81'I Ed.
v}- wo-ISPIlsoTt- 2018-Feb261016:43
At& Riglt-SUWSUriversal20l8l8.0.II RSU16O 7 Page
PXTEMP PRIN Lol238 3449 CypressA RHG - S rup Calc - MM House faces. S
wrighttsoft' Right-J® Worksheet
SYS 1
One Stop Cooling and Heating
7225 Sardscove Court Wirier Park FL 32792 PFore: (407) 629. 6920 Fax: (407) 629. 9307 Web: wtiw 0r9StopCoollrg com License: CAC032444
Job: 3449 Cypress ARHG
Date: 05/22/2017
By. IF/BP
1 Room name Gatti IQ
2 Exposed Mall 435 4 0 0
3 Room height 9.3 4 . heagmol 93 4 heaVwd
4 Room dimensions 1.0 x 5255 II 1.0 x 240.0 11
5 Room area 5255 W 240.0 1P
Ty Construction U-%Wue Or HTM Area (f) Load Area (w) Load
number BUW-9 I or perimeter (ft) Btrlh) or perimeter (ft) Bbh)
Heat Cod Gross NrP/S Heat Cool Gross NAS Heat Cod
6 V1 1213-09w OD97 ne OAO 0.00 0 0 0 b 0 0' 0 0
4A5-2om
4A5-2om
WSW
0550
ne
ne
OAO
0.00
ODD
ODD
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4135.21rn 0540 no 0.00 ODD 0 0 0 0 0 0 0 0
11 4B5-2[m 0540 ne 0.00 OAO 0- 0 0 0 0 0 0 0
W 13A-4os 0.143 no 3.73 2.90 0 0 0 0 0 0 0 0
4A5.2om 05W ne 14.35 22.14 0 0 0 0 0 0 0 0
1_pG 11 DO 03M ne 10.18 1227 0 0 0 0 0 0 0
1213-09w OD97 se 0.00 0.00 0 0 0- 0 0 0
0
0 0
4135.21m 0540 se 0.00 OAO 0 0 0 0 0 0 0 0
4B5-21M 0540 se OAO OAO 0 0 0 0 0-- 0 0 0
qI 13A-40o, 0.143 se 3.73 2.90 195 165 617 479 0 0 0 0
G 4A5.20m 05W se 1435 21.01 30 5 431 630 0 0 0 0
1-f' 485-21m 0540 se 14D9 24.09 0 0 0 0 0 0 0 0
12B-09N 0.097 sw 0.00 0.00 0 0 0 0 0 0 0 0
4A5.2om 05W sw Oao 0.00 0 0 0 0 0 0 0 0
4B5.21m 0540 sw OAO 0.00 0 0- 0 0 0 0 0 0
1
I-a
13A-4os 0.143 9N 3.73 2.90 209 137 512 397 0 0 0 0
4A5.20m 0.550 sw 1435 21.02 0 0 0 0 0 0 0 0
G 4A5.2omd 0580 sw 15.14 15.90 72 72 1090 1145 0 0 0 0
1
3
12B-09N OA97 nw 0.00 0.00 0 0 0 0 0 0 0 0
4A5-2orr1 0550 nw 0.00 ODO 0 0 0 0 0 0 0 0
13A-4ocs 0.143 nw 3.73 2.90 0 0 0 0 0 0 0 0
4A5-20m 0550 r1w 1435 22.14 0 0 0 0 0 0 0 0
4A5-2om 0550 nw 1435 22.14 0 0 0 0 0 0 0 0
4135-21n 0540 nw 14.09 26.99 0 0 0 0 0 0 0 0
4B5.21m 0540 nw 14.09 2359 0 0 0 0 0 0 0 0
P 12C-Osw
11 DO
0A91
0390 n
238
10.18
151
1227
0
0
0
0
0
0
0
0
186
21
165
21
391
217
248
262
C 16B-303d OD32 0.84 1.76 473 473 395 831 0 0 0 0
F - _ 19C-19cxp _ OD49 0.00 0.00 0 0 0 0 0 0 0 0
F _ 22A-tan _ - -- _ 1.180 30.80 0.00 526 44 1340 0 240 0 0 0
6 c) AED exursion 426 14
Envelope low4ain 4384 3909 608 495
12 a) Infiltrabon 685 248 0 0
b) Room ventialion 0 0 0 0
13 Internal gains: Ooaparns@ 230 0 0 0 0
ApplrancestMer 0 1200
SulltotalPines 61013) 5069 4157 608 1695 Less
elaemalload 0 0 0 0 Less
transfer 0 0 0 0 Redistribution
759 337 311 209 14
Subtotal 5828 4494 919 1904 15
Duclloads 1 14%1 579/6 813 2552 14% sm 128 1081 Total
room load I I 1 6641 7045 1047 2985 Air
required (dm) 0 373 1 1 0 158 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. 4'
j+ wrlg esuTt- 2018-Feb-2610*16,43 A^'
zcMRigh-StateSUnversa1201818.0.11 RSU16877 Page pkTEMP
PROTMot 238 3449 CypressA RHG - SxW Calc - KW House (aces: S
wrightsoft, Right-J® Worksheet
SYS 1
One Stop Cooling and Heating
7225 Sardscove Court W irter Park FL 32792 None: (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOreStopCoolirg.com License: CAC032444
Job: 3449 Cypress ARHG
Date: 05/22/2017
By. tF/BP
1 Room name Stair 1 Pow
2 FWWI 15D R 6.0 R 3
Room height 93 R heallbool 93 R heaftol 4
Room dimensions 11.0 x 11.0 R 6.5 x 60 R 5
Room area 121.0 W 39.0 W Ty
U-value Or HTM Area (w) Load Area (IF) Load nCirofictionIBtuF *-9 BtLjh ) or perimeter (11) Btuh) or perimeter (R) B41h) Heal
Cod Gross NAPS Heal Cod Gross NIPS Heat Cod 6
12B-09N OA97 ne 0.00 ODD 0 0 0 l) 0 0 0 0 4AS-
20m OS50 no 0 00 0.00 0 0 0 0 0 0 0 0 4A5.
2om 0550 ne 0.00 ODD 0 0 0 0 0 0 0 0 4B5.
21n 0540 no 0.00 0.00 0 0 0 0 0 0 0 0 11
4B5-21m_ 0540 no 0.00 0.00 0 0 0 0 0 0 0 0 Vj!
C
D
13A-
40c5 4A5-
2orn 11
DO 0.
143 o.
550 0390
no
ne
no
a73
1435
10.
18 2.
90 22.
14 0
0
0--
0
0
0
0
0
0'
0
0
0
0
0
0
0
0-
0
0
0
0
0
0
44
II 12B-0sn OD97 se 0.00 1227
0.
00 0 0 0
0
0 0 0 0 0 I--
4B5.2tn 0540 se 0.00 OAO 0 0 0 0 0 0 0 0 1
2 V1!
485.
21m 13A-
40cs O.
540 0.
143 se
se
OAO
a73
OAD
2.
90 0.--
102
0_
102
0
382
0
296
0
56
0
52
0
193
0
150
I-
4A5.2om 0.550 se 14.35 21A1 0 0 0 0 0 0 0 0 L
t 4B5.21m OS40 se 14.09 24.09 0 0- 0 0 4 0 56 96 V
12B-0sw OD97 sw ODD O.00 0 0 0 0 0 0 0 0 4A5.
2om 0" sw OAO OAO 0 0 0 0 0 0 0 0 fa
4B5.21n 0.540 9w O.00 0.00 0 0 0 0 0 0 0 O 1
13A-4ocs 0.143 9n 3.73 290 37 37 139 108 0 0 0 0 4A5.
20m 4A5-
2omd - - - 12B-
0sw 0550
0580
O.
097 5w
sw
nw
14,
35 15.
14 OAO
21
D2 1590
O.
00 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
y!
C
4A5-20m O550 r w O.00 ODD 0 0 0 0 0 0 0 0 13A4ocs
0.143 nw 3.73 230 0 0 0 0 0 0 0 0 4A5-
2om OS50 nw 1435 22.14 0 0 0 0 0 0 0 0 4A5.
2om 0.550 nw 14.35 22.14 0 0 0 0 0 0 0 0 4135.
21m 0.540 nw 14.09 26.99 0 0 0 0 0 0 0 0 4135-
2lrn_ 0540 nw 14.09 2359 0 0 0 0 00 0 0 0 P11 __
r--
D 12C-
0sw 11
DO OA91
03M
n 2.
38 10.
18 1.
51 1227
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
C
16B-30ad OA32 0.84 1.76 0 0 0 0 0 0 0 0 F
19C-19csoa _ _ 0.049 0.00 OAO 0 0- 0 0 0 0 0 0 F
22A-torn 1.180 30.80 0.00 121 15 462 0 39 6 185 0 6
c) AED excursion 4 10 Envelope
lossbain 983 400 434 256 12
a) Infiltration 236 86 95 34 b)
Room ventilation 0 0 0 0 13
Internal gains Omrpart>s@ 230 0 0 0 0 AppliancesbUter
0 0 Subtotal (
lines 6 to 13) 1219 485 529 291 Less
ememalload 0 0 0 0 Lessbarder
0 0 0 0 Redistribution
1219 485 725 326 14
Subtotal 0 0 1254 617 15
Dud loads 14% 576Y6 0 0 14*/6 579LA
350
Total
room load 0 0 967 Air
required (dm) 0 0 51 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. 94f
wr`g htsoTt- 2018-Feb-2610:16:43 Ad8A
Righ-SuileGUniversa1201818.0.11 RSU16877 Pages p\
TEMP PRUJ11Lo1238 3449 CypressA RHG - S rup Calc. KIII House faces. S
fF wrightsoft• Right-J® Worksheet
SYS 1
One Stop Cooling and Heating
7225 Sardscove Court W irter Park FL 32792 Phore: (407) 629 - 6920 Fax (407) 629 - 9307 Web' www0reS1opCoolirg.00m License: CAC032444
Job: 3449 Cypress ARHG
Date: 05/22/2017
By. LF/BP
1 Room name Stray Foy
2 Ewell 275 11 5D 8 3
Room height 93 11 heakool 9.3 It heaYwol 4
Room dimensions I x 1255 It 1.0 x 173.0 8 5
Room area 1255 IF 173D 1F Ty
Coraumon U-value Or HTM Area (W) Load Area (I) Load number
BluMIL-9 Bbrh" or perimeter (11) Bbrh) or perimeter (11) Bbrh) Heat
Cod Gross NAPS Heat Cool Gross NIPS Heat Cool 6
12B-05w OD97 ne ODo 0.00 0 0 0 0 0 0 0 0 4A5.
2om OSSo ne O.00 0.00 0 0 0 0 0 0 0 0 4A5-
2om 0550 ne 0.00 OAO 0 0 0 0 0 0 0 0 4B5.
2tm O-W no ODD 0.00 0 0 0 0 0 0 0 0 11
485-21m _ 0540 ne OAO OAO 0 0 0 0 0 0 0 0 Vpl
13A-4ors 0.143 no 3.7 3 2.90 107 92 343 266 47 23 84 65 41A5.
2om 0550 ne 1435 22.14 15 0 215 332 0 0 0 0 11
DO 0390 no 10.18 1227 0 0 0 24 24 244 294 44
11 128-0sw OD97 se ODD ODO 0 0 0 10
0
0 0 0 0 G
Ili
485.
21m 0540 se OAO OAO 0 0 0 0 0 0 0 0 4135-
21n O.540 se 0.00 0.00 0 0 0- 0 0 0 0 0 YY
II 13A-4os 0.143 se 3.73 2.90 112 112 417 323 0 0 0 0 G
Ili
4A5.
2om OS50 se 1435 21 Al 0 0 0 0 0 0 0 0 4B5.
21n 0540 se_ 14.09 24.09 0 0 0 0 0 0 0 0 1213-
0sw OD97 9w ODO 0.00 0 0 0 0 0 0 0 0 4A5-
2om 0550 sw 0.00 ODO 0 0 0 0 0 0 0 0 4B5.
21m 0540 9w 0.00 0.00 0 0 0 0 0 0 0 0 v
C
13A-
4ors 0.143 9N 3.73 2.90 0 0 0 0 0 0 0 0 4A5.
20m 05%. 9N 1435 21.02 0 0 0 0 0 0 0 0 4A5.
2omd 0580 SN 15.14 15.90 0 0 0 0 0 0 0 0 Cy!
12B-0sw 0.097 rrw 0.00 ODD 0 0 0 0 0 0 0 0 4A5.
2om 0550 rw 0.00 ODD 0 0 0 0 0 0 0 0 C13A-
4ors 0.143 rew 3.73 2.90 37 37 139 108 0 0 0 0 4A5-
2om 0550 nw 1435 22.14 0 0 0 0 0 0 0 0 4A5.
2om O-rx% nw 1435 22.14 0 0 0 0 0 0 0 0 4B5.
21m 0540 rrw 14.09 26.99 0 0 0 0 0 0 0 0 485-
21m 0-940 14.09 2359 0 0 0 0 0 0_ 0_ 0 P
12C-09w 11
DO O.
091 03M
rw
n
238
10.
18 151
1227
0
0
0
0
0
0
0
0
107
0
107
0
254
0
161
0
C
16B-30ad 0.032 0.84 1.76 2 2 2 4 3 3 2 4 F
19C-19rsop O.049 ODO 0.00 0_ 0 0_ 0 0 0 0 0 F
22A-tDm _ 1.180 30.80 0.00 126 28 847 0 173 5 154 0 6
c) AED exr urson 10 5 Envelope
lossrgain 1963 1023 738 520 12
a) hAltabon 433 157 79 29 b)
Room venDlabon 0 0 0 0 13
Internal gains Ooarpartls@ 230 0 0 0 0 Appliancesbther
0 0 Subtotal
pines 6lo 13) 2396 1180 817 549 Less
external load 0 0 0 0 Lesst
artier 0 0 0 0 Redistribution
242 163 817 549 14
Subtotal 2638 1343 0 0 15
Dub loads 14%- 5796 368 762 ta%- 5796 0 0 To%
W room load 3006 2105 0 0 Air
required (dm) 0 111 0 0 Calculations
approved by ACCA to meet all requirements of Manual J 8th Ed. i-
wr`gF tnoTt 2018-Feb.2610:16.43 cK """'
Rptf-Sute®Universal 201818.0.11 RSU16877 Page p\
TEMP PRKPLo1238 3449 CypressA RHG - S np Cale- M18 House faces: S
wrightsofr Right-J® Worksheet
SYS 1
One Stop Cooling and Heating
7225 Sardscove Coot Wirter Park FL 32792 Phone: (407) 629.6920 Fax- (407) 629.9307 Web: wwvaOreSlopCoolirg com License: CAC032444
Job: 3449 Cypress ARHG
Date: 05/22/2017
By. LF/BP
1 Room name Din
2 Exposed well 125 8
3 Room height 93 If heaYcool
4 Room dimensions 11,0 x 183A If
5 Room area 183,E IF
Ty Construction Ll-value Or HTM Area (II) Load Area Load
number BtuFv1 n I or perimeter (Il) BtrJh) or perimeter
Heal Cod Gross WPIS Heat Cool Gross WP/S Heat Cool
6 1213-09N OD97 ne ODO 0.00 0 0 0 0
4A5.2om 0550 ne ODO ODD 0 0 0 0
4A5-2om 0550 ne ODO 0.00 0 0 0 0
4B5-21n 0540 no ODO 0D0 0 0 0 0
11 485.21m 0540 ne ODO 0.00 0 0 0 0
Vj! 13A-4ors 0.143 no 3.73 2.90 0 0 0 0
4A5.2om 049M ne 14.35 2214 0 0 0 0
11 DO 039D no 10.18 1227 0 0 0 0
l
I--G
12B-09N - 0.097 se 0.00 0.00 0 0 0 0
4B5.2tm 0540 se 0.00 0.00 0 0 0 0
1 4B5.21m 0.540 se ODO ODO 0 0 0 0
1qI
C
13A-40rs 0.143 se 3.73 2.90 0 0 0 0
4A5.2om 0550 se 1435 21.01 0 0 0 0
lam; 4B5-21m - 0540 se 14.09 24.09 0 0 0 0
12B•0sw 0.097 Sur ODO ODO 0 0 0 0
4A5.2om 05W 9w 0.00 0.00 0 0 0 0
4B5.2kn 0540 9M 0A) 0.00 0 0 0 0
G
13A-4ocs 0.143 sw 3.73 2.90 0 0 0 0
4A5-20m 04M sw 14.35 21.02 0 0 0 0
4A5.2omd 0580 sw 15.14 15.90 0 0 0 0
ly
1.G
12B-0sw 0.097 rtw 0.00 0.00 0 0 0 0
4A5-2om 0550 rw ODD ODO 0 0 0 0
13A-4ors 0.143 nw 3.73 2.90 116 86 322 250
4A5.2om O-SW nw 1435 2214 0 0 0 0
4A5.2om 0550 rry 1435 22.14 30 0 431 664
4B5.21m 0540 nw K09 26.99 0 0 0 0
4B5.21m 0540 rtw 14.09 2359 0. 0 0 0
P
L-D
12C-09w
11 DO
0.091
03M n
238
10.18
151
1227
0
0
0
0
0
0
0
0
C 16B-30ad 0.032 0.84 1.76 0 0 0 0
F 19C-19cs(p 0049 ODO ODD 0 0 0 0
F 22A-tom 1.180 30.80 O.OD 184 13 385 0
6 c) AED excursion 231
Envelopelossrgain 1138 1144
12 a) Nitration 197 71
b) Room vent loon 0 0
13 Internal gains: Cmrpertis@ 230 0 0
Appliance ibther 0
Subtotal (lines 6 m 13) 1334 1216
Less extemal load 0 0
Lesstransler 0 0
Redisinbution 0 0
14 Subtotal 1334 1216
15 Dud loads 14 57% 186 w0
Total row load 1521 MIS
Air required (dm) 0 101
Calculations approved byACCAto meet all requirements of Manual J 8th Ed.
a wr`gFNCsoTC
RigFFSute®Unversa120t8t8.0.ttRSUt6877
2018-Feb-2610:16.43
Pagel
p\TEMP PRDgMot 238 3449 CypressA RHG - Snp Calc - MJB House faces: S
wrightsoft• Right-J® Worksheet
SYS 2
One Stop Cooling and Heating
7225 Sardsoove Court. Wirier Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629.9307 Web- wwKOreSwpCoolirg oom License: CAC032444
Job: 3449 Cypress ARHG
Date: 05/22/2017
By. LF/BP
1 Room name SYS 2 ktrm
2 Exposed wall 1989 tl 55.0 If
3 Room height 9.0 it d 9.0 11 heautnol
4 Room dimensions 1.0 x 3245 tl
5 Room area 16463 11? 3245 IF
Ty don
number
U-vaalue
BWh4t -9
Or HTM
Bbuh4M
Area (8)
or perimeter (11)
Load
Bduh)
Area (W)
or perimeter ((q
Load
Btuh)
Heat Cod Gross NAS Heat Cod Gross NrPus Heat Cod
6 12B-Osw OD97 ne 253 2.82 405 324 820 913 0 0 0 0
4A5.2om 0550 ne 14.35 22.14 45 0 646 996 0 0 0 0
4A5.2om 0550 no 1435 23.78 15 0 215 357 0 0 0 0
45-2fm 0540 no 14.09 2359 6 0 85 142 0 0 0 0
11 45.21rn 0540 no 14.09 2359 15 0 211 354 0 0 0 0
13A-4ocs 0.143 no OAO OAO 0 0 0 0 0 0 0 0
4A5.2om 0550 no 0.00 OAO 0 0 0 0 0 0 0 0
11 DO 03W no 0.00 OAO 0 0 0 0 0 0 0 0
4V 12B-09N OD97 se aw 2.82 491 472 1194 1329 176 176 444 495
485-21n 0540 se 14.09 19.65 4 2 56 79 0 0 0 0
l _{
WW
485.2hn
13A-4ocs
0540
0,143
se
se
14.09
O.OD
2231
0.00
15
0
3
0
211
0
335
0
0
0
0
0
0
0
0
0
I- G 4A5.2orn 0550 se OAO 0.00 0 0 0 0 0 0 0 0
Ili
1
4B5-21m
12B-0aw
0540
OA97
se
9w
ODD
253
OAO
2.82
0
405
0
382
0
957
0
1076
0-
167
0
152
0
384
0
427
C 4A5.2om 0550 sw 1435 21A1 15 3 215 315 15 3 215 315
TC 485.21m 0540 9w 14.09 19.64 8 3 113 157 0 0 0 0
13A-4o s 0.143 9N ODD 0.00 0 0 0 0 0 0 0 0
4A5.2om 0550 9w 0.00 0.00 0 0 0 0 0 0 0 0
4A5.2omd 0580 sw 0.00 OAO 0 0 0 0 0 0_ 0_ 0
1y
G
12B-09w OD97 rrw 253 2.82 491 446 1128 1255 153 123 311 347
4A5.2om
13A-4ocs
05W
0,143
riw
nw
1435
0.00
2214
OAO
45
0
0
0
646
0
996
0
30
0
0
0
431
0
664
0
4A5-2om 0550 riw 0.00 OAO 0 0 0 0 0 0 0 0
4A5.2om 0550 rw 0.00 0.00 0 0 0 0 0 0 0 0
4B5.2tm O-W riw 0.00 ODD 0 0 0 0 0 0 0 0
485-21m 0540 nw 0.00 0.00 0 0 0 0 0 0 0 0
R 12C-0sw
11D0
0.091
03W n
0.00
0.00
0:00
ODD
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
C 16B-30ad 0.032 0,84 1.76 1646 1646 1375 2895 325 325 271 571
F 19C-19csq, OD49 0,44 031 419 419 186 131 0 0 0 0
F 22A-t3m 1.180 0.00 0.00 0 0 0 0 0_ 0 0 0
6 c) AED excursion 0 163
Envelope lossbain am 11330 2056 2981
12 a) Infilbaton 3034 1098 839 304
b) Room verrolabon 0 0 0 0
13 Inlernalgains Occupants@ 230 4 920 2 460
Applianoasrollw 500 0
Subblal pines 61013) 11103 13848 2895 3744
Low elaemal load 0 0 0 0
Lesstransler 0 0 0 0
Redislribubon 0 0 0 0
14 Subtotal 11103 13848 2895 3744
Dud loads 1BY. 479/0 2051 6441 18% 47"/e 535 1742
r Total room load 13154 20289 3430 5486
Air required (dm) I 10 9531 10 258
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
i+- wr`gFslooTl 2018-Feb-2610.16:43
Rigl*Sute®Uriversal2018184.11 RSU16877 Page
p\TEMP PRV4rLot 238 3449 CypressA RHG - Snp Calc a MJB House faces: S
wrightsoft• Right-J® Worksheet
SYS 2
One Stop Cooling and Heating
7225 Sardswve COLA W titer Parr FL 32792 Plore (407) 629 - 6920 Fax (407) 629.9307 Web: wwK0reStopCoolug wm License: CAC032444
Job: 3449 Cypress ARHG
Date: 05/22/2017
By. LF/BP
1 Room name Th A4o1h
2 Exposed well 0 ff 120 fl
3 Room heigN 9.0 4 heaftol 9.0 11 heaftol
4 Room dimensions 35 x 55 R 1.0 x 1544 R
5 Room area 19.3 W 154.8 1F
Ty Conslruc0on U-value Or HTM Area (11) Load Area (W) Load
number Bbrw n I or perimeter (R) BWh) or perimeter (11) Bbrh)
Heat Cool I Gross NIPS Heat Cod Gross NP/S Heal Cod
6 12B-09N 0.097 no 2.53 2.82 0 0 0 0 0 6 0 0
4A5.20m
4A5.2om
0.550
0550
ne
ne
14.35
1435
22.14
23.78
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5-21m 0540 no 1409 2359 0 0 0 0 0 0 0 0
11 4135-21m _ O-W no 1409 2359 0 0 0_ 0 0 0 0 jo
1q! 13A-4ocs 0.143 ne ODO 0.00 0 0 0 0 0 0 0 0
4AS2om O&% ne 0.00 0.00 0 0 0 0 0 0 0 09111300390ne0.00 0.00 0 0 0 0 0 0 0 0
y! 12B-Os6v
4135-21rn
OD97
0540
se
se
253
14.09
2.82
19.65
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
485-2tn O.540 se 14.09 2231 0 0_ 0 0 0 0 0 0
13A-4ocs 0.143 se 0.00 0.00 0 0 0 0 0 0 0 0
4A5.20m 05W se 0.00 ODO 0 0 0 0 0 0 0 0
4B5-21m 0540 se O.00 0.00 0 0 0 0 0 0 0 0
12B-09w OD97 sw 2.53 2,82 0 0 0 0 0 0 0 0
4A5-2om 0550 9w 1435 21.01 0 0 0 0 0 0 0 0
4B5.2bn O.540 9w 1409 19.64 0 0 0 0 0 0 0 0
13A-4ocs 0.143 sw ODD 0.00 0 0 0 0 0 0 0 0
C 4A5.20m 05-% sw 0.00 0.00 0 0 0 0 0 0 0 0
C 4A5-2omd 0580 SN OAO 0.00 0 0 0 0 0 0 0 0
t-C
128.OSN 0.097 r1w 253 2.82 0 0 0 0 108 93 235 262
4A5.2om 05W r1w 14.35 22-14 0 0 0 0 15 0 215 332
13A-4ocs 0.143 r1w ODD ODD 0 0 0 0 0 0 0 0
4A5.20m 0.550 nw 0.00 ODO 0 0 0 0 0 0 0 0
4A5-2om OS50 nw ODO 0.00 0 0 0 0 0 0 0 0
4B5.21rn 0540 nw 0.00 ODO 0 0 0 0 0 0 0 0
P
LD
4BS21m
12C-0sw
11 DO
O.540
OD91
0390
nw
n
ODD
ODO
0.00
ODO
ODO
ODO
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 0.032 0.84 1.76 19 19 16 34 155 155 129 272
F 19C-1909cp 0049 0.44 031 0 0 0 0 0 0 0 0
F 22A-tom 1.180 0.00 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 2 78
Envelope lossrgain 16 32 580 944
12 a) tr4ilbabon 0 0 183 66
b) Room ventlabon 0 0 0 0
13 Inlernalgains: Oocuparns@ 230 0 0 0 0
Applianc esblher 0 0
Subtotal (lines 6 b 13) 16 32 763 1011
Less ememalload 0 0 0 0
Lessiansier 0 0 0 0
Redisbibubon 0 0 3 5
14 Subtotal 16 32 766 1016
15 Dud loads 1 189/6 470/6 3 15 1evo 47% 141 472
Total room load I I 191 47 SIN 1488
Air required (dm) 0 2 1 1 0 70
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
f}t wr1ghtsoR- 2018-Feb-26 10:16 43
IC^..c. RigIFSute®Unversal201818.0.11 RSU16877 Page
p\TEMP PRRTlXo1238 3449 CypressA RHG - S.rup Calc-" House faces: S
wrightsoft• Right-J® Worksheet
SYS 2
One Stop Cooling and Heating
7225 Sardscow Court, W irfer Parr FL 32792 Phone; (407) 629 - 6920 Fax. (407) 629. 9307 Web' wwwOreSiopCoolirg.com License- CAC032444
Job: 3449 Cypress ARHG
Date: 05/22/2017
By. LF/BP
1 Room name Nwc
2 Exposed wall 315 R 0 R
3 Room height 9.0 R heaftol 9.0 R heWlbool
4 Room dimensions 115 x 20.0 R 3.0 x 6.0 R
5 Room area 230.0 W 18.0 w
Ty Construction
number
U-%Wue
Bbjwn
Or HTM Area (IF)
I or perimeter (R)
Load
BWh)
Area (R)
or perimeter (R)
Load
Bluh)
Heat Cool Gros NAS Heat Cod Gross NrPIS Heat Cool
6 12B-09N
4A5-2om
4A5.2om
OD97
0S50
0-550
ne
ne
no
253
1435
14.35
2.82
22.14
23.78
104
15
0
83
0
0
209
215
0
232
332
0
0
0
0
0
0
0
0
0
0
0
0
0
11
485.21m
4B5.2[m
0540
0540
no
no
14.09
14.09
2359
2359
6
0
0
0
85
0
142
0
0
0
0
0
0
0
0
0
13A-4ocs
4A5.2om
11 DO
0.143
OS50
0390
no
ne
no
0.00
0.00
0.00
0.00
OAO
O.OD
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0_
0
0
0
0
0
0
0
0
0
VpI
I--G
Ili
12B4)sw
4B5.21m
OD97
0.540
se
se
253
14.09
2,82
19.65
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5.21m
13A-40cs
0540
0.143
se
se
14.09
0.00
2231
O.OD
0
0
0_
0
0
0
0
0
0
0
0
0
0
0
0
0W
I--G 4A5.20m 0.550 se 0.00 O.OD 0 0 0 0 0 0 0 0
I=a 4B5.21m
1213-0sw
0540
OD97
se
sw
0.00
253
O.OD
2.82
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5.2om
4B5.21M
13A4ors
0550
0540
0.143
sw
sw
sw
1435
14.09
0.00
21.01
19.64
OAO
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0v
C 4A5-20m
4A5-2omd
0550
0580
0.097
sw
sw
rtw
0.00
0.00
2.53
OAO
0.00
2.82
0
0
180
0
0_
18D
0
0
456
0
0
507
0
0
0
0
0
0
0
0
0
0
0
0
C
1yL12B-0sw
4A5-2om
13A-4o s
0550
0.143
nw
nw
1435
OAD
22.14
OAO
0
0
0
0
0
0
0__
0
0
0
0
0
0
0
0
0
G
4A5-20m
4A5-2om
4B5.21m
0550
05W
0540
nw
nw
nw
OAO
OAO
OAO
0.00
0A0
OAO
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5-21m
12C-09w
1100
16B-30ad
0540
0.091
03M
0.032
nw
n
0.00
0.00
OAO
024
OAO
0.00
0.00
1.76
0
0
0
230
0
0
0
23D
0
0
0
192
0
0
0
404
0
0
0
18
0
0
0
18
0
0
0
15
0
0
0
32
PI _
r--o
C
F 19C-19Cscp _ _ 0.049 0.44 031 167 167 74 52 2 2 1 0
F 22A-lom 1.180 OAO 0.00 0 0_ 0 0 0_ 0-- 0 0
6 c) AED eraurson 88 2
Envelope lossrgan 1230 1582 16 31
12 a) Infiltration 480 174 0 0
b) Room ventilation 0 0 0 0
13 Internal gains: Occupants@ 230 0 0 0 0
Applianaesblher
1
0 0
Sublotal Pines 6 to 13) 1711 1756 16 31
Les exiamal load 0 0 0 0
Lestransler 0 0 0 0
Redistribution 5 10 16 31
14 Sublotal 1716 1766 0 0
Duct loads 1 1 W61 470/6 317 821 lava 479/6 0 0
r Total room load I I 20331 2588 0 0
Air required (dm) 0 122 1 1 0 0
Calculations approved byACCA to meet all requirements of Manual J 8tt1 Ed.
44- wrlgs+tsolt- 2018-Feb-2610'16:43
AM Righ-Sute®Unversa1201818.0.11 RSU16877 Page 10
4)\TEMP PRINT-ol238 3449 CypressA RHG - SxW Calc- KE Horse taces: S
wrightsoft• Right-JO Worksheet
S YS 2
One Stop Cooling and Heating
7225 Sardscove Cov1, W irler Park, FL 32792 Phore• (407) 629 - 6920 Fax (407) 629.9307 Web, wwwOreStopCoolirq cem License' CAC032444
Job: 3449 Cypress ARHG
Date: 05/22/2017
By. LF/BP
1 Room name 8013 T113
2 Exposed wall 0 11 8.0 fi
3 Room height 9.0 fI heagmol 9.0 If heakool
4
5
Room dimensions
Room area
6,0 x 6.0 ft
36.0 IF
6.0 x 55 4
33.0 1F
Ty Construction U-value Or HTM Area (fly Load Area M Load
n BWWI 9 Bluh*) or perimeter M BWh) or perimeter M BWh)
Heat Cool Gross NAS Heat Cod Gross N/P/S Heat Cod
6 12B-09N
4A5-20m
4A5-2om
0.097
0S50
0550
ne
ne
ne
253
14.35
1435
2.82
22.14
23.78
0
0
0
0
0
0
0
0
0
0
0
0
54
0
0
47
0
0
i18
0
0
131
0
0
11
495-2tm
4B5.21m _ _ - _ -
O-W
0540
no
no
14.09
14.09
2359
2359
0
0
0
0
0
0
0
0
0
8
0
0
0
106
0
177
V
l --G
1 t
13A-4ocs
4A5-2om
11 DO
0.143
0550
0390
no
no
no
0.00
ODD
0.00
0.00
0.00
OAO
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
I
E-- G
12B Osw -
4B5.21n
0A97
0540
se
so
253
14.09
2,82
19.65
0
0
0
0
0
0
0
0
9
0
0
9
0
23
0
25
0
t
II
1-
485.2tm _
13A-4o¢
4A5.2om
0540
0.143
OS50
se-
se
se
14A9
0.00
0.00
2231
0.00
0.00
0
0
0
0
0
0
0
0
0
0-
0
0
0
0
0
0
0
0
0
0
0
0
0
0t4B5-21rn -
1213.0%v
0540
0.097
se_
sw
0.00
253
OAO
2,82
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5.2orn
4B5.2kn
13A-4o s
05W
0540
0.143
sw
9w
9w
1435
14.09
0.00
21.01
19.64
0.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6 4A5.20m
4A5.2omd _ _
12B-0sw
0 550
0580
0.097
SN
sw
nw
0.00
0.00
253
0.00
0.00
282
0
0
0
0
0--
0
0
0
0
0
0
0
0-
0
9
0
0
9
0
0
23
0
0
25yI
L--G 4A5-2om
13A-4ocs
05W
0,143
nw-
nw
1435
0A0
2214
0.00
0
0
0-
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5-2om
4A5.2om
4B5.2hn
0550
0550
OS40
rtw
nw
rrvw
0.00
0.00
0.00
O.OD
0.00
0.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
P
L-D
C
4B5.2lm
12C-0sw
11 DD -
16B-30ad
O-W
OA91
0390
0.032
rrw
n
0.00
0.00
O.OD
0.84
0.00
0.00
0.00
1.76
0
0
0
36
0
0
0
36
0-
0
0
30
0
0
0-
63
0
0
0_
33
0
0
0
33
0
0
0
28
0
0
0
58
F 19C-19cscp _ -- _ 0A49 0.44 031 36 36 16 11 33 33 15 10
F 22A-tom 1.180 OAO 0.00 0 0 0 0 0 0 0- 0
6 c) AED ex ursion 4 22
Envelope losstwn 46 71 311 405
12 a) Infiltrabon 0 0 122 44
b) Room ventilation 0 0 0 0
13 Internal gains O=Parns@ 230 0 0 0 0
Appliancesbther 0 0
Sub101al (lines 6 m 13) 46 71 433 449
Less edernal load 0 0 0 0
Less transfer 0 0 0 0
Redistfbuton 0 0 0 0
14 Subtolal 46 71 433 449
15 Dud bads 1 18%1 470/0 9 33 180/6 47% 80 209
Total room load 55 104 513 657
Air required (dm) 0 5 1 1
0 31
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
f w_ r gFstsoTC- 2018-Feb-2610.16.43
RighFSute®Uriversa1201818.0.11 RSU16877 Page 11
p\TEMP PRIN71Lo1238 3449 CypressA RHG - S.rrq Calc a MA Horse laces: S
wrightsoft' Right-J® Worksheet
SYS 2
One Stop Cooling and Heating
7225 Sardscove CourL Wirter Park FL 32792 Phore: (407) 629. 6920 Fax: (407) 629. 9307 Web: wwwOreStopCoolirg ow License- CAC032444
Job: 3449 Cypress ARHG
Date: 05/22/2017
By. LF/BP
1 Room name Brm 4 WrcS
2 Exposed well 14A 11 55 It
3 Room height 9.0 It heabtool 9.0 11 hsa*od
4 Room dimensions 1.0 x 144.0 fi 1.0 x 18.9 fi
5 Room area 144.0 W lea w
Ty don
number BWMliOFJ BWhffM
el
or (11)
Load
BWh) or ter (It)
Load
BWh)
Heat Cod Gross NAS Heat Cod Gros NrP/S Heat Cool
6 12B-0sw 0.097 ne 253 2a2 99 77 194 216 50 50 125 139
4A5-20m 0.550 no 14.35 22.14 0 0 0 0 0 0 0 0
4A5-20rn 05W ne 1435 23.78 15 0 215 357 0 0 0 0
4B5-21n 0540 ne 14.09 2359 0 0 0 0 0 0 0 0
11 4B5.2lm 0540 no 14.09 2359 8 0 106 177 0 0 0 0
13A-4ors 0.143 no 0.00 OAO 0 0 0 0 0 0 0 0
4A5-2orn 0550 no O.OD ODD 0 0 0 0 0 0 0 0
11DO 0390 no OAO OAO 0 0 0 0 0 0 0 0
1 12B4bv OD97 se zm 2.82 32 32 80 89 0 0 0 0
I--G 485-21m 0540 so 14M 19.65 0 0 0 0 0 0 0 0
Ida 485-21m
13A4ors
0540
0.143
se
se
14.09
0.00
2231
OAO
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0550 se 0.00 0.OD 0 0 0 0 0 0 0 0z:t4A5.2om
485-21rn 0540 se 0.00 0.00 0_ 0 0_ 0 0 0 0 0
Vj!
G
1213-0sw 0.097 sw 253 2.82 0 0 0 0 0 0 0 0
4A5.2om 0550 sw 1435 21.01 0 0 0 0 0 0 0 0
G 4135-2fm 0.540 sw 14.09 19.64 0 0 0 0 0 0 0 0
v
a
13A-4ors 0.143 9+v 0.00 ODD 0 0 0 0 0 0 0 0
4A5.2om 0550 sw 0.00 0.00 0 0 0 0 0 0 0 0
G 4A5-2omd 05M sm 0.00 OAO 0 0 0 0 0_ 0 0 0
Vy 12B-0av OD97 rw 253 2,82 0 0 0 0 0 0 0 0
4A5-2om 0550 rw 1435 22-14 0 0 0 0 0 0, 0 0
13A4ocs 0.143 rw OAO 0.00 0 0 0 0 0 0 0 0
4A5-2om 0550 rw 0.00 OAO 0 0 0 0 0 0 0 0
4A5.2om 05W rw OAO OAO 0 0 0 0 0 0 0 0
4135-2trn 0540 rw 0.00 ODD 0 0 0 0 0 0 0 0
4B5.2trn 0540 rw 0.00 0.00 0 0 0 0 0 0 0 0
R 12C-0s6v
11 DO
O.091
0390 n
0.00
OAO
O.OD
0.00
0
0
0
0
0
0
0
0
0
0
0
0
0
O
0
0
C 1613-30ad 0.032 0.84 1.76 144 144 120 253 19 19 16 33
F 19G19csc OA49 0.44 031 144 144 64 45 0 0 0 0
F 22A•bom _ 1.180 0.00 0.00 0 0 0 0 0 0 0 0
6 c) AED exclusion 69 10
Envelope lossUain 779 1067 141 163
12 a) Infiltration 221 80 84 30
b) Room veMlabon 0 0 0 0
13 InWrIalgains Owrpanls@ 230 1 230 0 0
Appliancessblher 0 0
Subtotal (lines 6 to 13) 10DO 1377 2251 193
Los e4amalload 0 0 0 0
Lessvansler 0 0 0 0
Redisaibubon 0 0 0 0
14 Subtotal 1000 1377 225 193
15 Dud loads 1 180/6 470/6 185 641 181yo 470% 42 90
Total room load I I 11841 2018 266 283
Air required (dm) 0 95 1 1 0 13
Calculations approved byACCA to meet all requirements of Manual J 811 Ed.
L ts'9=- 2018-Feb-2610:16.43
AM "' "^^-'-• Right SU199Uriversal2018 18.0.11 RSU16877 Page 12
p\TEMP PRIM\Lol238 3449 CypressA RHG - S rp Calc - KM House laces S
f F wrightsoft- Right-J® Worksheet
SYS 2
One Stop Cooling and Heating
7225 Sardscove Court W rrter Park FL 32792 PhDre: (407) 629 - 6920 Fax. (407) 629.9307 Web, wwwOreStopCoolirg.com License: CAC032444
Job: 3449 Cypress ARHG
Date: 05/22/2017
By. LF/BP
1 Room name Bnn 5 BIM
2 Elposed wall 275 R 6A ff
3 Room height SID II heaN0oW 9A It hea?A=l
4 Room dimensions to x 154A 11 13D x 6.0 II
5 Room area 154.4 IF 78D Ifs
TY Area Load
nu BWhNF--9 BWlvll or perimeterter ((t) BWh) orPerimeetter ((1) BWh)
Heal Cod Gross NIPS Heat Cool Gross NrP/S Heal Cod
6 12B4ftw 0A97 no 2.53 2.82 99 69 175 194 0 0 0 0
4A5.20m
4A5-20m
O-M
0-9W
ne
ne
1435
1435
22.14
23.78
30
0
0
0
431
0
664
0
0
0
0
0
0
0
0
0
11
485-21n
4B5.21M
0540
O-w
no
no
14.09
14.09
23-%
2359
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
I
8
13A-4ocs
4A5.20m
11 DO
0.143
0550
0.3%
ne
ne
no
0.00
0.00
0.00
0.00
0.00
OAO
0
0
0_
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
J 12B-09N
4B5.26n
OA97
0540
se
se
2M
14.09
2.82
19.65
108
0
108
0
273
0
304
0
54
4
50
2
127
56
141
79
1--G
qI
I-
485-21n
13A-4ocs
4A5.20m
0540
0.143
0550
se
se
se
14.09
0.00
Ow
2231
0.00
0.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0t
1
4B5.21rn
12B-09w
0540
OA97
se
sw
0.00
253
OAO
2.82
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4A5.20m
4B5 2IM
13A4ocs
OS50
0,540,
0.143
sw
sw
sw
1435
14.09
Ow
21A1
19.64
OAO
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
2
1
G 4A5-2om
4A5-2omd
12B-09n
05W
Osw
OA97
sw
SN
nw
Ow
O.OD
2.53
0.00
OAO
2.82
0
0
41
0
0_
41
0
0_
103
0
0
114
0
0
0
0
0
0
0
0
0
0
0
0
G
Vy
L--i 4A5-2on
13A-4ocs
05W
0.143
rw
rew
1435
OAO
22.14
0A0
0
0
0
0
0-
0
0
0
0
0
0
0
0
0
0
0
4A5.2om
4A5-2om
0550
0550
r1w
nw
0.00
OAO
0.00
OAO
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4B5.21n 0540 r1w OAO 0A0 0 0 0 0 0 0 0 0
P
I--D
C
4B55-21m
12C-09w
IIDO 16B-
30ad 0540
0.
091 03M
0.
032, r1w
n
0.
00 Ow
0.
00 0.
84 ODD
OAO
0.
00 1.
76 0
0
0
154
0
0
0
154
0
0
0
129
0
0
0
271
0
0
0
78
0
0
0_-
78
0
0
0
65
0
0
0
137
F _
19C-19csg1 0.049 0.44 031 0 0--- 0 0 0 0 0 0 F
22A-IDM 1.180 0.00 0.00 0 0 0 0 0 0 0 0 6
c) AED excursion 92 8 Envelope
losstain 1110 1457 248 365 12
a) hiilbabon 419 152 91 33 b)
Room venlilabon 0 0 0 0 13
Iraernalgains Omipants@ 230 1 230 0 0 Appliancesblher
0 0 Subtotal
pines 6ID 13) 1529 1838 340 398 Low
edenlal load 0 0 0 0 L.
esstransfer 0 0 0 0 Redistribution
0 0 409 469 14
Subtotal 1529 1838 748 867 15
Dud loads 1 180/6 47% 283 855 180/6 47% 138 403 Total
room load 1812 2693 887 1270 Air
required (dm) 0 127 1 1 0
60 Calculations
approved by ACCA to meet all requirements of Manual J f3ih Ed. 41-
wr`ghCsoTC- 2018-Feb•2610:16A3 RrgtFSU19SUriverse12018
18.0.11 RSU16877 Page 13 p\
TEMP PRIN%ol238 3449 CypressA RHG - S rp Calc= KM Howe faces: S
wrightsofte Right-J® Worksheet
SYS 2
One Stop Cooling and Heating
7225 Sardscove Cott Wirier Park FL 32792 Phone: (407) 629 - 6920 Fax. (407) 629 - 9307 Web, wwwOreStopCoolirg.com License- CAC032444
Job: 3449 Cypress ARHG
Date: 05/22/2017
By. LF/BP
1 Room dame Stair 2 Bonus
2 Exposed wall 185 it 20.5 II
3 Room height 9.0 U heaticnd 9.0 A hsat4000l
4
5
Room dimensions
Room area
1.0 x 100.0 II
100D IF
110 x 280.6 II
280.6 W
Ty Construction
number
U-value
Btuh4l +l
Or HTM
BWh4M
Area (IF)
or perimeter (It)
Load
Bbuh)
Area (42)
or perimeter (A)
Load
Bbuh)
Heat Cool Gross NAS Heat Cod Gross NAS Heat Cod
6 1213-09N
4A5-20m
4A5-2om
0.097
05M
05W
no
ne
ne
2.53
14.35
1435
2.82
22.14
23.78
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
11
4B5.21 n
485.2trn
0540
0540
no
ne
14.09
14.09
2359
2359
0
0-
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Y/ 13A-4ocs
4A5-2orn
11 DO
0.143
0550
03M
ne
ne
ne
0.00
OAO
OAO
0.00
OAO
OAO
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
02
12B-0sw
4B5.21m
0.097
0540
se
se
253
14.09
2B2
19.65
99
0
84
0
213
0
237
0
14
0
14
0
34
0
38
0
W
I--G
4B5.2im
13A4ocs
4A5-20m
0540
0.143
0.550
se
se
se
14.09
0.00
0.00
2231
0.00
0.00
15,
0
0
3
0
0
211
0
0
335
0
0
0
0
0
0
0
0
0
0
0
0
0
0
I=i
v
4B5-21n
12B-0sw
0540
0.097
se
9N253
OAO 0.00-
2,82
0
68
0
68
0
171
0
190
0
171
0
163
0
413
0
459
4A5-2om
4B5.21m
13A4ocs
05W
0S40
0.143
9+v
9N
9w
1435
14.09
0.00
21A1
19.64
0.00
0
0
0
0
0
0
0
0
0
0
0
0
0
8
0
0
3
0
0
113
0
0
157
0
F-C
C'
1
C 4A5-2om
4A5.2omd
12B-0sw
0550
0580
0.097
9N
SIN
rrw
0.00
0.00
253
0.00
0.00
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
C
1y
L 4A5-2om
13A-4ocs
0550
0.143
rw
nw
1435
0.00
22.14
0.00
0_.
0
0
0
0_
0
0
0
0
0
0
0
0
0
0
0
G
4A5.20m
4A5-20m
4B5-21m
05.%
OR%
0S40
nw
nw
nw
0.00
0.00
0.00
0.00
0.00
0.00
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4135.21rn
12C-09n
11 DO
0540
OD91
0390
rrw
n
0.00
0.00
0.00
0.00
0.00
0.00
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 16B-30ad 0.032 0.84 1.76 100 100 84 176 281 281 234 493
F 19C-19cacp OA49 0.44 031 0 0 0. 0 38 38 17 12
F 22A•lom 1.180 0.00 0.00 0 0 0 0 0 0 0 0
6 c) AED excursion 62 4
Envelope to sown 678 1000 811 1164
12 a) Inhltrabon 282 102 313 113
b) Room venblabon 0 0 0 0
13 Irhemalgains 0muparAs@ 230 0 0 0 0
APPliartoeyb111er 0 0
Subldal (lines 6 to 13) 961 1102 1123 1277
Low external load 0 0 0 0
Lessuanslar 0 0 0 0
Redistribution 961 1102 555 640
14 Subtotal 0 0 1679 1917
15 Dud loads I IWOI 479/6 0 0 180/6 479/6 310 892
Total room load 0 0 1989 280E
Air required (dm) 0 0 1 0 132
Calculations approved by ACCA to meet all requirements of Manual J"Ed.
41- wr`gFetsoTt- 2018-Feb-2610:16,43
Righl-Sute®Uriversal201818.0.11 RSU16877 Page 14
p1TEMP PRNT\Lo1238 3449 CypressA RHG - S n,p Calc - M)8 House boas: S
wrightsofrC Right-J® Worksheet
SYS 2
One Stop Cooling and Heating
7225 Sardscove CourL Wirter Park, FL 32792 Phore• (407) 629 - 6920 Fax. (407) 629.9307 Web: wwwOreStopCoolirg com License: CAC032444
Job: 3449 Cypress ARHG
Date: 05/22/2017
By. LF/BP
1 Room name laun
2 Exposed wall 0 4
3 Room height 91) 4 heabbod
4 Room dimensions 1.0 x 542 4
5 Room area 54.9 W
Ty CConsrudion U-value Cr HTM Area (1) Load Area Load
number BUMR`9 BUhM or perimeter (4) Bblh) or perimeter
Heal Cod Gross WPIS Heal Cool Gross NuPIS Heat Cool
6 12B-09N O.097 no 2.53 282 0 0 0 0
4A5-20m 0.550 ne 1435 22.14 0 0 0 0
4A5-2om 0550 no 1435 23.78 0 0 0 0
4135.21n 0540 ne 14.09 2359 0 0 0 0
11 4135-21m 0540 no 14.09 23M 0 0 0 0
13A-4ocs 0.143 ne OAO OAO 0 0 0 0
G 4A5-2om 0550 ne OAO O.00 0 0 0 0
D 11D0 03M ne 0.00 OAO 0 0 0 0
12B-09N OD97 se 2,53 232 0 0 0 0
4135-21m 0540 se 14.09 19.65 0 0 0 0
c--G 4135.21m 0540 se 14.09 2231 0 0 0 0
1 I 13A-40CS 0.143 se 0.00 OAO 0 0 0 0
4A5-2om 0550 se 0.00 OAO 0 0 0 0G
4B5.2bn 0540 se 0.00 O.00 0 0 0 0
12B-09N 0.097 sw 253 282 0 0 0 0
4A5-2om 0550 sw 1435 21.01 0 0 0 0
4135-21m O.540 sw 14.09 19.64 0 0 0 0
v
C
13A-4ors 0.143 sw ODD OAO 0 0 0 0
4A5-2om Osw sw OAO 0.00 0 0 0 0
C 4A5-2omd 0580 sw 0.00 OAO 0 0 0 0
Vj/ 12B-0sw 0.097 nw 253 282 0 0 0 0
4A5-2om 0550 nw 1435 2214, 0 0 0 0
13A-4ocs 0.143 nw 0.00 0.00 0 0 0 0
4A5-2om 0550 nw 0.00 0.00 0 0 0 0
4A5-2om 0550 nw 0.00 0.00 0 0 0 0
4B5-21n 0540 nw 0.00 0.00 0 0 0 0
4135.21n 0540 nw 0.00 OAO 0 0 0 0
P
I--D
12C-09w
11D0
O.091
0390 n
0.00
0.00
0.00
DAO
0
0
0
0
0
0
0
0
C 1613-30ad 0.032 084 1.76 55 55 46 96
F 19C-19tsoa 0.049 0.44 031 0_ 0 0 0
F 22A-tom 1.180 0.00 0.00 0 0 0 0
6 c) AED excursion 28
Envelope loss g n 46 68
12 a) InfilMon 0 0
b) Room verttilabon 0 0
13 Mina!gains Oocupaft@ 230 0 0
AWiancesbther 500
Sublolal Ames 6 ro 13) 46 568
Less ebemalload 0 0
Lessbanslar 0 0
Redistribution 4 8
14 Subtol'al 50 577
Dud loads Ilevol 47V61 9 268
r Total room load I 1 1 59 1145
Air required (dm) 0 40
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
v =!:L 2018-Feb-2610'16:43
Rigl1-SUMOUriversal201818.0.11 RSU16877 Page 15
p\TEMP PRINt\Lol 238 3449 CypressA RHG - S.rvp Calc a Ml8 House laces S
wrightsoftDate: 05/22/2017DuctSystemSummaryJob. 344C eSS ARHG SYS
1 BY LFrBP One
Stop Cooling and Heating 7225
Sardsoove CourL Winter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOreStopCoolirg corn License CAC032444 For:
Park Square Homes FL
External
static pressure Pressure
losses Available
static pressure Supply/
return available pressure Lowest
fiction rate Actual
air flow Total
effective length (TEL) Heating
0.
50 in H2O 0.
16 in H2O 0.
34 in H2O 0.
252 / 0.088 in H2O 0.
125 in/10011 0
Cim 272
Cooling
0.
50 in H2O 0.
16 in H2O 0.
34 in H2O 0.
252 / 0.088 in H2O 0.
125 in/100ft 1160
drn Name
Design
Btuh)
Htg
calm)
Cig
ctm)
Design
FR
Diam
in)
H
x W in)
Duct
Mat
Actual
Ln (
ft) Ftg.
Egv Ln (
ft) Trunk Bth1
C 705 0 37 0.139 4.0 Ox0 VIFx 35.1 147.0 st5 an
C 1906 0 101 0.179 6.0 Ox 0 VIFx 18.7 122.0 st1 Gat+
c 3523 0 186 0.172 8.0 Ox 0 VIFx 24.3 122.0 SO Gatt
A C 3523 0 186 0.177 8.0 Ox 0 VIFx 15.3 127.0 SO Gbrm
C 2732 0 144 0.132 7.0 Ox 0 VIFx 39.8 152.0 st5 GbrmA
C 2732 0 144 0.131 7.0 Ox 0 VIFx 41.3 152.0 st5 Kit
C 2985 0 158 0.183 8.0 Ox 0 VIFx 10.9 127.0 SO Pan
C 752 0 40 0.155 4.0 Ox 0 VIFx 35.4 127.0 SO Pow
C 967 0 51 0.128 5.0 Ox 0 VIFx 45.2 152.0 st4 Owic
C 2 0 0 0.139 4.0 Ox 0 VIFx 34.9 147.0 st5 study
c 2105 0 111 0.125 7.0 Ox 0 VIFx 50.0 152.0 s14 nil
C 2 0 0 0.139 4.0 Ox 0 VIFx 34.5 147.0 st5 Trunk
Htg Clg Design Veloc Diam H x W Duct Name
Type Cum) CIM) FR fpm) in) in) Material Trunk st4
PeakAVF 0 163 0.125 466 8.0 0 x 0 VinIFIX SO st5
PeakAVF 0 326 0.131 598 10.0 0 x 0 VnIFIX SO st1
PeakAVF 0 1160 1 0.125 656 18.0 0 x 0 VinIFIX wrightsoft-
2018-Feb•2610:16:45 Riglo-
Sute®Uriversa1201818.0.11RSU16877 Pagel ACCA ..
p\TEMP PRINT1Lot 238 3449 CypressA RHG - S.r p Calc- MA Horse faces. S
Name
Grille
Size (in)
Htg
cim)
Clg
dm)
TEL
ft)
Design
FR
Veloc
tpm)
Diam
in)
H x W
in)
Stud/Joist
Opening (in)
Duct
Mal Trunk
rb2 Ox 0 0 1160 70.2 0.125 656 18.0 Ox 0 VIFx
wrightSOfC' 20t8•Feb26 t0:16:45
w..._,... , Right-Sule®Unversal20t818.0.tt RSW6877 Paget
I iCi% .-p\TEMP PRUJt\Lol 238 3449 CypressA RHG - S.rw Calc KZ Florae faces: S
wrightsoft• Duct System Summary
SYS 2
One Stop Cooling and Heating
7225 Sandscove Coot W titer Park FL 32792 PFore. (407) 629 - 6920 Fax (407) 629.9307 Web: wwwOreStopCoolirg.com License, CAC032444
For: Park Square Homes
FL
External static pressure
Pressure losses
Available static pressure
Supply / return available pressure
Lowest fiction rate
Actual air flow
Total effective length (TEL)
Heating
0.50 in H2O
0.16 in H2O
0.34 in H2O
0.237 / 0.103 in H2O
0.149 in/100ft
0 cfm
228
Job: 3449 Cypress ARHG
Date: 05/22/2017
By. LF/BP
Cooling
0.50 in H2O
0.16 in H2O
0.34 in H2O
0.237 / 0.103 in H2O
0.149 in/100ft
953 cfm
Name
Design
Btuh)
Htg
Cfm)
Clg
Cfm)
Design
FR
Diam
in)
H x W
in)
Dud
Mal
Actual
Ln (ft)
Ftg.Egv
Ln (ft) Trunk
Bons c 2808 0 132 0.157 7.0 Ox 0 VIFx 25.6 125.0 s12
Brm4 C 2018 0 95 0.176 7.0 Ox0 VIFx 19.8 115.0 st3
Brm5 c 2693 0 127 0.153 7.0 Ox0 VIFx 29.7 125.0 st3
Bth 3 c 104 0 5 0.149 4.0 Ox 0 VI Fx 33.8 125.0 st3
BN c 1270 0 60 0.158 5.0 Ox 0 VIFx 24.7 125.0 st3
Mbrm c 2743 0 129 0.150 7.0 Ox 0 VIFx 27.8 130.0 st2
Mbrm-A c 2743 0 129 0.156 7.0 Ox 0 VIFx 26.5 125.0 W
Mbth C 1488 0 70 0.162 6.0 Ox 0 VIFx 21.5 125.0 st2
MVAC c 1294 0 61 0.169 6.0 Ox 0 VI Fx 20.5 120.0 st2
MvAr,A c 1294 0 61 0.153 6.0 Ox 0 VIFx 30.1 125.0 st2
nt c 47 0 2 0.169 4.0 Ox 0 VIFx 19.9 120.0 st2
no c 657 0 31 0.152 4.0 Ox 0 VIFx 31.2 125.0 s13
Wic5 c 283 0 13 0.165 4.0 Ox 0 VIFx 23.9 120.0 st3
lain C 845 0 40 0.160 4.0 Ox 0 VIFx 22.7 125.0 st2
Trunk Htg Clg Design Veloc Diam H x W Duct
Name Type cfm) Cim) FR fpm) in) in) Material Trunk
st2 Peak AVF 0 623 0.150 583 14.0 0 x 0 V nlFlx
st3 PeakAVF 0 330 0.149 605 10.0 0 x 0 VnIFIX
wrightsoft' 201 8-Feb-26 10:16 45
r... ..._,... , Righ-Suite®Uriversal 2018 18 011 RSU16877 Pape 3 ACOi .-
P\lEMP PRNMol238 3449 CypressA RHG - S.rup Calc-" House laces S
Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct
Name Size (in) Cfm) cim) ft) FR Qpm) in) in) Opening (in) Mal Trunk
rho Ox 0 0 131 69.0 0.149 489 7.0 Ox 0 VIFx rt1
rb1 Ox 0 0 822 65.1 0.158 589 16.0 Ox 0 VIFx ri1
Name
Trunk
Type
Htg
Cfm)
Clg
Cfm)
Design
FR
Veloc
fpm)
Diam
in)
H x W
in)
Dud
Material Trunk
ri1 PeakAVF 0 953 0.149 683 16.0 0 x 0 VInIFIx
Wrightsoft' 2018-Feb2610:16:45
a•, ,.. ,,... , Riph-Sute®Unversa1201818 0.11 RSU16877 Page 4
ACCA ..P\TEMP PRRTM01238 3449 CypressA RHG - S.rtp Calc a MA Fbuse laces S
Static Pressure and Friction Rate Job: 3449 Cypress ARHG
wrightsoft• Date: 05/22/2017
SYS 1 6y: LFieP
One Stop cooling and Heating
7225 Sardsowe Coot Wirler Party FL 32792 Phore (407) 629 - 6920 Fax, (407) 629.9307 Web: wwwOreStopCoolirg.com License: CAC032444
For: Park Square Homes
FL
Heating Cooling
in H2O) in H2O)
External static pressure 0.50 0.50
Pressure losses
coil 0 0
Heat exchanger 0 0
Supply diffusers 0.03 0.03
Return grilles 0.03 0.03
Filter 0.10 0.10
Humidifier 0 0
Balancing damper 0 0
Other device 0 0
Available static pressure 0.34 0.34
LengthTotalEffective
supply Return
it) ft)
Measured length of run -out 14 20
Measured length of trunk 36 0
Equivalent length of fittings 152 50
Total length 202 70
Total effective length 272
FrictionRate
Heating Cooling
in/100ft) in/100ft)
Supply Ducts 0.125 OK 0.125 OK
Return Ducts 0.125 OK 0.125 OK
Fitting Equivalent LengthDetails
supply 4X=35,11 M=20, 11G--5,11 G=5,11 M=20,11 H=7,11 G--5, 1A--35,11 G--5,11 G=5,11 G=5,11 G=5: Total EL=152
Return 6M=20, 5E1=10,11 G--5,11 G--5,11 G=5,11 G=5: TotalEL=50
Wri^ghtsoft• .
wa•+ ..._,..._,
2018-Feb-2610.16:45
Page 1Righ
TEMP PRINTIol 238 3449 CypressA RHG . S r p Calc = NUB Horse laces. S
Static Pressure and Friction Rate Job: 3449 Cypress ARHG
wrightsoft° Date: 05/22/2017
SYS 2 By. iFiBP
One Stop Cooling and Heating
7225 Sardscove Gout Wirier Park FL 32792 Phore: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOreStopCoolirg.com License. CACD32444
For: Park Square Homes
FL
Heating Cooling
in H2O) in H2O)
External static pressure 0.50 0.50
Pressure losses
Coil 0 0
Heat exchanger 0 0
Supply diffusers 0.03 0.03
Return grilles 0.03 0.03
Filter 0.10 0.10
Humidifier 0 0
Balancing damper 0 0
Other device 0 0
Available static pressure 0.34 0.34
Total•
supply Return
ft) ft)
Measured length of run -out 17 4
Measured length of trunk 16 10
Equivalent length of fittings 125 55
Total length 159 69
Total effective length 228
Heating, Cooling
in/100ft) (in/100ft)
Supply Duds 0.149 OK 0.149 OK
Return Dues 0.149 OK 0.149 OK
Supply 4X--35,11 A=20,11 G=5,11 G=5,11 G=5,1 A=35,11 G=5,11 G=5,11 G--5,11 Gam: TotalEL=125
Return 6M=20,11 G--5,11 G=5, 5E1=10,11 G=5,11 G--5,11 Gam: Total EL--55
wrightsoTt' 2018-Feb-2610:16:45
w .• ... _ .._,.... RigN.Sute®Uriversal2018 18.0.11 RSU16877 Page 2
ACCK .-p\TEMP PRINT'Lot 238 3449 CypressA RHG - SAp Calc- KN Howe faces, S
Level 1
Gbrm
10X8
129 cfm 10X8
129 cfm
14" 16x 16 f
16x 16
7„ 08x4 f
E 1 VTW
10x 10-2
10x10-2
202cim
10„ ---TIt1 4" E VTW
202 cfm T \
FBB 2
37 cfmGath
4 " 8x4
Sup Riser
cim
Qwic /
Bth 1
8„ g„ 18„
Din
FBB 1 g
8"
157 fm -
Stair 1
rEFTW 5"
lox 10 Foy
10X6 FBB 3
51 cfm —- Pow
9
cfm8
7„
10x 10
Study
Job #: 3449 Cypress A RHG
Performed by LF/BP for:
Park Square Homes
10X6
4
100 Orn
10x10-1
Kit 40 cfm C
8x4
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— - —
T = Thermostat 1 ' 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
www.On eStcp Cooling. oo m
Pan
GARAGE
Scale: 1 : 65
Page 1
Right -Suite® Universal 2018
18.0.08 RSU16877
2018-Jan-17 11:35:32
24x18RA
1160 cfm
Stair 2
O 59 cfm
EF1 VTR
10x6
Bth4
136 cfm
10x8
7"
18"/ 18x
DVVTR
Bonus 7
10x8 laun 4 "
127 cfm 8x4 _
39 cim
16'
5" 10x 10 10"'
24x18RA
813 cim
9" 7' /
SRB 1
100010
Q? f T1 \ 11UXb I \ 4„
18 cfm Wic 5 140 cim
10x1ORA
4'
Brm 4 8x4 EF1 VTR
B 5 33 cfm
TIt3
Job M 3449 Cypress A RHG
Performed by LF/BP for:
Park Square Homes
One Stop Cooling and Heating
7225 Sandscove Court
Winter Park, FL 32792
Phone: (407) 629 - 6920 Fax: (407) 629 - 9307
www 0n e6tcp Cooling. co m
Level 2
Mbrm
10x8
10x8
121 drn
121 cfm
10x6
18 x 18 T 69 cfm \
lit
8„ 7„
Sup Riser 0
18" 16" EF1 VT 6"
TI-I ,
2cfm
F
18 (
LRB 1
6" 6"
14"
Mwic
10x10-21— 63 Orn
10x 10-2
63 cfm
5 cfm
8x4
Scale: 1 : 65
Page 2
Right -Suite® Universal 2018
18.0.08 RSU16877
2018-Jan-17 11:35:33
S
DESCRIPTION AS FURNISHED: Lot 238, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93
through 102 of the Public Records of Seminole County, Florida.
PL T PLAN F C TI.IED1t1, T0: Park Square Enterprises, LLC (a Delaware Corporation);
Winderweedle, Haines,* Ward & Woodman, PA; Attorneys' Title
P;
t:^Tr GPI Iq _ Insurance Fund; Bank of America
Dk to construct single family home
Nith setbacks and impervious area
shown on plan. 39.1 '/- -,*,p
object 'M V0QTr:av4ue AV?MVC1.N
M401 re5S-- Pc , CAR
I1-4
Q4
C 3
O p kl
v L\ .
O
E,
41
Q h
V 4
D=90P00'00"
R=25.00
L=39.27
C=35.36
CB=S45D16'57 E'
SETBACKS AS FURNISHED
FRONT - 25'(0)
REAR m 20'
SIDE 5' (40' LOT)
7.5' (60' LOT)
10' (75' LOT)
SIDE STREET - 25' (60' & 75' LOT)
15' (40' LOT)
25' FRONT SETBACK CAN BE REDUCED
TO 20' ON CERTAIN LOTS. NO MORE THAN
2) IN SUCCESSION AT 20' AND A MINIMUM
OF (2) IN SUCCESSION AT 25'
PROPOSED FTNSHEO SPOT GRADE ELEVATIONS
I
1 24.80'
I
126.50'
I
I
I
I
I
I
O
2f.50'
I
4.0
I
I
I
I
N
I
2f.50' 0
2t50'
26,53'
DRAIN INLET AS
SCALED FROM
DRAINAGE PLANS
PER DRAINAGE PLANS G
V = PROPOSED DRAINAGE FLOW \y40
LOT GRADING TYPE A d ORtO
PROPOSED F.F. PER PLANS AT 24.5' Q
LOT 229
N89043'03'E'
77.50'
LOT 238
22.3'
p LANAI
22.3'
N
I
1
LOT 230
I
I
I
ss.
24.80'
VIP`
10.00'
0
PROPOSED RESIDENCE
3449-CYPRESS-A
2 CAR GARAGE RIGHT
3.0k4.
AC
4.7'
3.
ENTRY of
16.0' 29.0'
25.7'
WALK
DRIVE
25.20'
10' UTIL ESMT
18'
5' CONC. WALK
N89043'03'E
52.50'
r
LOT 237
O
ti
6.00'
10.00'
5.20'
ryryh
GREEN S WALL 0 W WA Y
PRIVATE ROAD (50' R/W)
PLOT PLAN ONLY
PLOT PLAN AREA CALCULATIONS NOT A SURVEY
TOTAL LOT AREA 8,778 t SQUARE FEET
FLATWORK ON/OFF LOT - TOTAL t SQUARE FEET
DRIVE 612/ 107a 713 t SQUARE FEET
WALKS 83/ 1,044 1,127 t SQUARE FEET
SOD 5,345/ 942 a 6,287 t SQUARE FEET
NOTE, FROM SIDEWALK AND STREET LOCATION TAKEN FROM
CRUSETNMETYE.R-SCOTT & ASSOC, INC. -
FLATWORK
FOUNDATION/PAD
REAR PATIO
FRONT PORCH DECK
POOL DECK
WJS PROVIDED BY CUEM
2,474 t SQUARE FEET
2231 SQUARE FEET
83 t SQUARE FEET
0 f SQUARE FEET
NOT FIELD VERIFIED -
LAND SURVEYORS
LEGEND - LEGEND
5400 E. COLONIAL OR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436
P RAT POL POINT ON LILAC
NOTMI
Pla. FIELDDIOR /IPE TTP. PAL TYPICALPOINTOr REVERSE CURVAT106 1. THE UNDERSIGNED DOES HEREBY CERTIFY TINT T/115 SURVEY MEETS THE STANWRDS OF PRACTICE SET FORTH BY THE FLOW04 BOARD Of
IR IRON ROD CG POINT Or COMPOUND CURVATURE PROFESSIONAL SU4YLYORS AND MAPPERS IN CFNPRR 5U-17 FLORIDA ADMINLSWYNE CODE PURSIMNT M SECTION 472.027. FLORIDA STATUES
CA CONCRETE OOADUENT RAG VIAL 2. UNLESS EMBOSSED WRY SURVETOR'S SIGNATURE AND ORGINM. RAISED SEAL DOS SURVEY MAP OR COPIES ARE NOT VALID. SET IA.
RCC.
1/2' IA •/OLD 4596
RECOVERED P VOTNCRA DINT 7. 71US SUMEY WAS PREPARED FROM 11RE INi'OftNADON FURNISHED TO THE SURVEYOR. THERE ENT• BE OTHER RESTRICTIONS
P.O.D. POINT OF DCOI KING CALL CALCULATED OR MEDIUM TINT AFFECT THIS 'ROMM
O.C. POINT OF CONIIONCEMENI PAX PERMANENT OCFCROLCC HMPA04T 4. NO VNDEAGROVMO WRRWENEMS NAVE BEEN LOCATED UNLESS OMCRWLSE SHOWN,
S CENTCRLOC Fir. . rLMISMCD FLOOR CLCVATIOR RBS SURVEY IS ED FOR THE E BDIEFIT OF "WE Cameo TO AND SHOULD NOT W RELED UPON BY ANY OMER ENTRY. w SOL
RLD NAIL L DISK psi- psi- BM BUILDING SETBACK LINE
D[NCNIWKK 6 iIWENS70N5 SHOWN FOR THE WC4110M OF 41PROYLMENTS HEREON SHOULD NOT 8E USED TO RECONSTRUCT BOUNDARY LINES.
P/VESMT. RIONT-Or-VAT
EASEMENT GG DUE BEARING 7. BEARINGS, ARE BASED ASSUMED DATUM AM) ON THE LINE SHOWN AS BASE BFAWNG (B.B.)
GRAIN DRAINAGE A E EVATIGIM IF SNORT{ ARE BASED ON N47KMNL GWDERC YUMCAL DATUM OF 002L UNLESS OTHERWISE HMO
UTIL. UTILITY
r P. CO WPIGATE OF AUTOPU7AT10N ft 4596.
CLfC. CHAIN LINK E71CL
VDFG VOOD FENCE
C/B • CONCRETE BLOCK SCALE H- 1' - 20' DRAWN 87: •-•
P.C. • POINT or CURVATURE
P.T. POINT OT 11ANGENCT OAIE OR No.
RESC. . DESSC RIPTI N CERTIFIED BY ------.
PLOT PLAN 02-2I-I8 1025-18VARELENGTH
RAREVISED
PLOT PLAN 05-18-10 3202-10 D • DELTA C
CMGRD cL -
CHORD BEARING NORTH
THIS
BUILDING\PROPERTY 0013 NOT LIE WITHIN THE
ESTABUSHEO 100 YEAR FLOOD PLANE AS PER FIRM' TOM 11 G L.
S / 4801 U
ENM R.L.S. 4714 JAMESOOT?
ZONE X.
MAP / 12117C0080 F (09-Z8-07) S
RFCORD Copy
Filename: PARK SQ CYPRESS.rrr
Lighting and Small Appliance/Laundry Circuits
Floor Area SmAppNo LaundNo Line Neutral
3449 2 1
Lighting Summary Standard 7,146 7,146
Optional 14,847 7,146
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------------------------------------ ---------------------------
7-----------
Dryer -No. No? Nameplate Line Neutral # 8 - 4 7
BUI
i115000
2 0
3 0
Dryer Summary Standard 5,000 3,500
Optional 5,000 3,500 9R440,6
Heating and Cooling: Actual Number = 1
Name M? Ph No Amps Volts VA HP Line Neutral
1 M 1 1 27.0 240 6,480 0
1 M 1 1 2.0 240 480 0
1 M 1 1 5.0 240 1,200 0
1 1 1 1 27 240 1 6,480 0
Heat/Cool Summary Standard 14,640 0
Optional 14,640 0
Fixed Appliances: Actual Number = 6
Name M? Ph No Amps Volts VA HP Line Neutral.
DISP 1 1 120 600 600 600DISH1112012001,200 1,200
MICRO 1 1 120 1200 1,200 1,200WATERHEATER1118.5 240 4,440 0
OPT POOL 1 1 10 240 2,400 0OPTPOOLHEAT11312407,440 0
Fixed Appliance Summary Standard 12,960 2,250
Other Appliances: Actual Number = 0
Optional 17,280 2,250•
Name M? Ph No Amps Volts VA HP Line Neutral
Other Appliance Summary Standard
Optional 0 0
25% of Max Motor:
Line is Std Only; Neutral for Both
Maximum Phase Amps Volts
I
1 27 240
Heat/Cool Phase Amps Volts
1 27 240
Fixed Appl. Phase Amps Volts
0
Other Appl. Phase Amps Volts
0
Max Motor Summary
Standard Only 1,620 0
SUMMARY
Standard Line Neutral
Total Total 47,766 17,376
Maximum Amperage = 199 72
Service Voltage = 240 Service Phase = 1
Optional Line Neutral
Total Total = 38,691 17,376
Maximum Amperage = 161 72
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 COPY
RE: P3449A - Park Sq Hm/Cypress-A 3449 MiTek USA, Inc.
Site Information:
6904 Parke East Blvd.
Customer Info: PARK SQUARE HMS Project Name: P3449A Model: CYPRESS 344Jarapa, FL 336104115
Lot/Block: 238 Subdivision: WYNDHAM PRESERVE 60
Address: '2614 GREEN SWALLOW WAY
City: SANFORD State: FLORIDA
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City: State:
General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special
Loading Conditions):
Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1
Wind Code: ASCE 7-10 Wind Speed: 140 mph
Roof Load: 40.0 psf Floor Load: 55.0 psf
This package includes 80 individual, dated Truss Design Drawings and 0 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules.
INo. Seal# ITruss Name I Date No. I Seal# ITruss Name I Date
1 IT13038322 lA1 1124/18 112 IT13038333 1CJ1 1/24/18
I2 I T 13038323 I A2 11 /24/18 113 I T13038334 I CJ3 11 /24/18 I
13 IT13038324IA3 11/24/18 114 IT130383351CJ3A 11/24/18 I
4 IT13038325 JA4 1/24/18 115 IT13038336 CJ3B 1/24/18
5 IT13038326 JA5 1/24/18 116 IT13038337 CJS 1/24/18
6 IT13038327 JA6 1124/18 117 IT13038338 CJ56 1/24/18
7 IT13038328 JA7 1/24/18 118 IT13038339 CJA 1/24/18
8 IT13038329 1131 1 /24118 119 IT13038340 I D 1 1/24/18
9 IT13038330 1132 1/24/18 120 T13038341 lE1 1/24/18
10 IT13038331 ICI 1/24/18 121 IT13038342 JE2 1/24/18
I11 IT13038332 ICJ 11/24/18 122 I T13038343 I E3 I 1/24/18
This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature.
Printed copies of this document are not con '
e
qed and sealed and the signature must be verified on any electronic
copies c
SANFORD
1 8- 1 4 7 1
FAARTM
The truss drawing(s) referenced above have repared by MiTek
USA, Inc. under my direct supervision based on the parameters
provided by Mid -Florida Lumber Acquisitions, Inc..
Truss Design Engineer's Name: Velez, Joaquin
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 ANSINPI 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 ANSIrrPI 1, Chapter 2.
January 24,2018
Velez, Joaquin 1 of 2
RE: P3449A - Park Sq Hm/Cypress-A 3449
Site Information:
Customer Info: PARK SQUARE HMS Project Name: P3449A Model: CYPRESS 3449 - A
Lot/Block: 238 Subdivision: WYNDHAM PRESERVE 60
Address: '2614 GREEN SWALLOW WAY
City: SANFORD State: FLORIDA
INo. Seal# Truss Name I Date INo. I Seal# I Truss Name I Date
23 IT13038344 E4 1/24/18 166 IT13038387 IR 1124/18
124 IT13038345 I E5 11/24/18 167 IT13038388 IJ58 11/24/18 1
25 IT13038346 I E6 1/24/18 68 T13038389 I K1 1/24/18
26 IT13038347 JE7 11/24/18 69 T13038390 KJ2 1/24/18
27 T13038348 E8 1/24/18 70 T13038391 KJ5 1/24118
128 IT130383491F1 11/74/18 I71 IT13038392IKJ5A 11/24/18 1
129 I T13038350 I F2 11/24/18 172 I T13038393 I KJ7 11/24/18 J
130 I T13038351 I F3 11/24/18 173 I T13038394 I L 1 11/24/18 1
131 IT13038352 I F4 11/24/18 I74 1 T13038395 I M1 11/24/18 1
32 IT13038353 JF5 1/24/18 75 IT13038396 IM2 1/24/18
33 IT13038354 JF5A 1/24/18 176 IT13038397 IM3 11/24/18
134 I T13038355 I F6 11/24/18 177 I T13038398 I M H 1 11 /24/18 1
135 IT13038356IF6G 11/24/18 178 IT13038399IMH2 11/24/18 J
136 I T13038357 I F7 11 /24118 179 I T13038400 I N 1 1 1124/18 1
137 I T13038358 I F8 11/24/18 180 I T13038401 I N2 11/24/18 J
138 IT13038359 I F9 11/24/18 1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
39 IT13038360 IF9A 11/24/18
40 IT13038361 IF913 1/24/18
141 IT13038362 I F10 11/24/18
142 IT13038363 I F10A 11/24/18
143 IT13038364 I F11 11/24/18
44 IT13038365 IF12 1/24/18
45 IT13038366 IF12G 1/24/18
46 IT13038367 IF13 1/24/18
147 IT13038368 I F14 11/24/18
148 I T 13038369 I F 15 11/24/18
149 IT13038370 I F15A 11/24/18
150 IT13038371 I F16 11/24/18
51 IT13038372 IF17 11124118
52 IT13038373 IFT1 1/24/18
53 T13038374 IFT2 1/24/18
54 IT13038375 IFT3 1/24/18
55 IT13038376 IFT4 1/24/18
156 IT13038377 I FT5 11/24/18
157 IT13038378 1 FT6 11/24/18
58 IT13038379 JG1 1/24/18
159 IT13038380 JG2 11/24/18
160 IT13038381 I G3 1 1124/18
161 IT13038382 I G4 11/24/18
162 I T 13038383 I H 1 11/24/18
163 IT13038384 I H2 11/24/18
164 IT13038385 I J5 11/24/18
165 IT130383861J5A 11/24/18
2of2
Job Truss Truss Type Ply
10ty 1ParkSqHm/
Cypress-A3449
T13038322
P3449A At SPECIAL 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Wed Jan 24 08.25:28 2018 Page 1
ID:3Zzg19Rd82DXJg7e1c5ojryRrR7-AvzrTRIR2 IJT7n?M?x7eTpYua 1y_ZyPTKWsRUzsC8b
6.9 74 8-0-0 5.54 6 1-2
5x5 =
Do 12
7xe =
7x8 =
2x4 II axe =
5
Scale = 1:78.7
19 18
1r
16 15
14
13 12 _
3x6 =
t.Sx4 II 3xe = 4x6 = 3x10 = 4x6 - 3x4 = 1.5x4 11 3xS -
7x6 =
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 Iner YES
BCDL 10.0 Code FBC2017/rP12014
LUMBER -
TOP CHORD 2x4 SP No.2 'Except'
6-8: 2x6 SP No.2
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (Ib/size) 2=1860/0-3.8, 10=1860/0-3-8
Max Hors 2=116(LC 10)
Max Uplift 2"71(LC 12), 10 471(LC 12)
CSL DEFL. in (loc) I/deft Ud PLATES GRIP
TC 0.80 Vert(LL) -0.40 15-16 999 240 MT20 244/190
BC 0.75 Vert(CT) -0.85 15-16 >637 180
WB 0.91 Horz(CT) 0.23 10 n/a n/a
Matrix -MS Weight. 250 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purling.
BOT CHORD Rigid ceiling directly applied or 5-9-14 oc bracing.
WEBS 1 Row at midpt 6- 15
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=4077/1336, 3.4=3392/1179, 4-5=3082/1143, 5.6=4390/1561, 6-7=4269/1488,
7-8=-4269/1488, 8-9=354611194, 9-10=4105/1332
BOT CHORD 2-19=-1148/3706, 18-19=-1148/3706, 16-18=99013402. 15-16 =1180/3978,
13-15=942/3224, 12-13=1164/3736, 10-12-1164/3736
WEBS 3-19=0/276, 3-18=731/282, 4-18=302/1015, 5-18=793/249, 5-16 =763/2263,
6-16=20561771, 6-15=122/475, 7-15=639/323, 8-15=-425/1219, 8-13=66/453,
9-13=581/247
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=25tt; B=45tt; L=45111; eave=6f . Cat.
11; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-6-0, Interior(t) 3-6-0 to 13-0.0, Exterior(2) 13-0.0 to
16-0-0. Intenor(1) 17-5-8 to 46-0-0 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 pill 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 01=lb)
2=471, 10=471.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op,any electronic pies.
pJoa' irlYelei'PENo8t1#2
IliTef{ 15q'Ipe l CeR BB
b901'h ili'EbtBkd.Talit FL-33610.
January 24,2018
QWARMNG - Verilydaslgri paramafera and READ NOTES ON THIS AND INCLUDED af/TEK REFERENCE PAGE 11e1-7473 rev. 16/0341015 BEFORE USE. Design
valid for use only enth 101709 comectom This design is based only upon parameters envam. and is for an individual building component, not , e
truss system. Before use, the building designer must veiny the appkobilrty, of design parameters and prop" incorporate this design into the overall buNaildingdesignBracingindicatedis10preventbuddingofmdrodualtrusswebandforChordmembersonly. Additional temporary and permanent breong is "
ways required for slabdny and to prevent collapse with possible personal injury and property damage For general guadence regarding the - 09 fabnution,
storage, deWery, erection and bracing of trusses and truss synems, age ANSUTPII Quality Criteria, DSB-59 and SCSI Building component 6904 Parke East Bald Safety
Information availeble from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314• Tamps, FL 36610
Job Truss Truss Type oty Ply Park Sq Hm'Cypress-A 3449
T13038323
P3449A A2 SPECIAL 1 1
Job Reference o uonel
Mid -Florida Lumber, Senow, FL. S.130 s Sep 15 2017 M!Tek Industries, Inc. Wed Jan 24 08:25.29 2018 Page 1
ID:3Zz919RdB2DXJg7elc5ojiyRrR?-f5XDhni3pHuA4HMBv4SMAhMjf Lbil9zh_FPzxzsCBa
6-t:14 6.2-2 3-0-0 3-0 8-0-0 8-0-0 4$2 57-14
5x5 =
8x6 =
5.00 172
Scale - 1,78.5
18 17 to
15 14 13 12
3x8 = 1.50 II 3x6 =
06 -
6x6 = 4x10 = 30 =
3x8
LOADING (psf) SPACING- 2-0-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 100 Lumber DOL 1.25
BCLL 0.0 Rep Stress Ina YES
BCDL 10.0 Code FBC2017/rP12014
LUMBER -
TOP CHORD 20 SP No.2 'Except'
6-8: 2x6 SP No.2
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3'Except*
5-15: 2x4 SP No.2
REACTIONS. (lb/size) 2=1860/0.3-8, 10=186010.3-8 Max Horz 2=
116(LC 11) Max Uplift 2=
471(1.0 12), 10=471(LC 12) 06 = CSI. DEFL.
in (
loc) I/defl Ud PLATES GRIP TC 0.80
Vert(LL) 0.49 14-15 >999 240 MT20 2441190 BC 0.85
Ven(CT) 1.03 14-15 >523 180 WB 0.85
Hoa(CT) 0.24 10 n/a n/a Matrix -MS Weight:
242 lb FT = 20% BRACING - TOP CHORD
Structural
wood sheathing directly applied or 2.2-0 oc purtins. BOT CHORD Rigid
ceiling directly applied or 5-2-1 oc bracing. WEBS 1 Row
at midpl 6-14 FORCES, (lb) -Max.
Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-
3=-4075/1327, 3.4-3396/1168, 4-5=3086/1133, 5-6=5447/1904, 6-7= 4946/1702, 7-8= 4946/
1702,8-9=-3741/1262,9-10=-4094/1410 BOT CHORD 2-
18=114013704, 17-18=1140/3704, 15-17 =988/3393, 14-15=150114903, 12-14=1027r3415,
10-12=1241/3751 WEBS 3-18=
0267, 3-17=7251283, 4-17=31511013, 5-17=766270, 5.15=1015/2968, 6-15-23681903,
7-14=6431324, 8-14-587/1714, 8-12=41/441, 9-12=3831235 NOTES - I) Unbalanced
roof
live bads have been considered for this design. 2) Wind, ASCE
7-10; Vuh=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=2511; B=4511; L=451t; eave=6R; Cat. 11; Exp B.
Encl.. GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) -1-0.0 to 3-6-0, Interior(1) 3-6-0 to 13-0.0, Exterior(2) 13-0-0 to 16-0-0.
Interior(1) 194-0 to 46.0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate
drainage to prevent water ponding. 4) This truss
has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss
has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between
the bottom chord and any other members. 6) Provide mechanical
connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (it=1b) 2=471, 10=
471. This item has
been electronically signed and
sealed by Velez,
Joaquin, PE using a Digital
Signature. Printed copies of
this document are not
considered signed and sealed
and the signature must be
verified oprany electronic copies.
Joa i}r
4fVelez'PE,,', - .2 Mi(ef{,VSAr`
IgcA LCeit 66ILaa>s= Q904'Pa-Aii'.EeilBkd:Stilb ;FL'•33610. January 24,2018
OWARMNG - Verily deslpn
P .f ra and READ NOTES ON THIS AND INCLUDED a41TEK REFERENCE PACE W 7473 rev. 1000MIS BEFORE USE. Design valid for
use only with Mnel* connector&. This design is booed onty upon parameters shown. and is for an indmdual building component, not a truss system.
Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Brecing
Indicated is to prevent bucldrng of Individual truss Web and/or chord members only. Additional temporary and permanent bracing 11tJI.vT Is always requred
for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the lebnration, storage, delivery,
erection and bracing of trusses and truss systems, see ANSUTPtf Quality Criteria, DSB49 and SCSI Building Component 6904 Puke Fast Bled, Safety Information available
from Truss Mae Inst4Ne, 21a N. Lee Street. Suite 312. Aletundns, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Park Sq Hm/Cypress-A 3449
Ipty T73038321
P3449A A3 SPECIAL 1 1
Job Reference (optional)
Mid -Florida Lumber, Banow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc Wed Jan 24 08:25:30 2018 Page 1
ID:3Zzgt9Rd82DXJg7elc5ojiyRrR7-714cu7mhabOliRxNTO bluvscOlzSTDiwe7zVNzsCBZ
5.9.14 S2.2 7-0-0 3.4-0 8-0-0 8-0-0 7-0.0
Gets =
sets
500 12 426 27 28 5 74 = 4x4 = Sx14 =
Scale = 1 78.6
17 16 15 14 13 12 11
3x8 = 150 II 3x4 = 4x6 = 4xs = 30 = 5xl2 MT20HS = 1.5x4 11 3x8 =
LOADING (psi) SPACING- 2-0.0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 ' Rep Stress Iner YES
BCDL 10.0 Code FBC2017/rP12014
LUMBER -
TOP CHORD 2x4 SP No.2'Except'
4-5,6-8 2x6 SP No.2.8-10. 2x4 SP DSS
BOT CHORD 2x4 SP No.2 *Except*
9-12: 2x4 SP No.1, 12-15: 20 SP NoAD
WEBS 20 SP No.3
REACTIONS. (lb/size) 2=1860/0-3-8, 9=1860/0-3.8
Max Horz 2=99(LC 11)
Max Uplift 2=471(LC 12), 9=471(LC 12)
CSI. DEFL. in (lot-) I/deft Ud PLATES GRIP
TC 0.91 Verl(LL) 0.58 12-13 >936 240 MT20 2441190
BC 0.97 Ven(CT) 1.21 12-13 >446 180 MT20HS 187/143
WB 0.93 HOrz(CT) 026 9 n/a n/a
Matnx-MS Weight: 238 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purling.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at mrdpt 6-14, 8-12
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3-411611375, 3-4=3594/1247, 4-5-4214/1507, 5-6= 4549/1584. 6-7=-626912144,
7-8=5889/2007, 8-9=4006/1337
BOT CHORD 2-17=-1191/3749, 16-17=1191/3749, 14-16=983r3273, 1314=1998/6267,
12-13=1873/5922, 11-12 =1142/3637, 9-11=1143/3628
WEBS 3-16=556/232, 4-16=62/427, 4-14=407/1238. 5-14=425/1414, 6-14=-28611987•
7-13=1311556, 7-12=773/359, 8-12=799/2433, 8-1 l=01325
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=45ft; eave=6ft; Cat.
11, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1.0.0 to 3-6-0, Interior(1) 3-6-0 to 11. )-0, Exierior(2) 11-0-0 to
214-0, Interior(1) 21-4-0 to 46-0-0 zone,C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) Provide adequate drainage to prevent water pondmg.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will to between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except @=lb)
2=471, 9=471.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Pnnted copies of this
document are not considered
signed and sealed and the
signature must be verified
op,a ly eLectronic egpies.
oti: KIN YclszPENb 81tU
ti ..- SA;'Ipe.FLCert6
6904'P itia'Ea1tBMd.Te fl•73610
January 24,2018
O WARNING • Verify dasrgn peremerers and READ NOTES ON THIS AND INCLUDED M MK REFERENCE PAGE WI.7473 new, 70 11113R0/3 BEFORE USE.
Design valid for use only with Me ek® connectors. This design is based only upon peramelers shorn, and is for an individual building component, not
truss system. Before use. the building designer must verify the applicability of design peremelens and prop" incmpOrMe tbis design 00 the overall WS
building design Bracing indicated is to prevent buckling of mdrvidual truss Web andlor chord members only. Additional temporary and permanent brecing :T
is slivers required for slabdny, and to Prevent collapse With possible personal injury and property damage. For general guidanu regarding the !!l
fabncieleen, storage, delivery, ereardn and bracing of trusses and truss systems. age ANSVTPH Gustily Criteria. DSB29 and BCSI Building Component 6904 Parke Fast BNd
salary Information available ham Truss Plate Institute. 218 N Lee Street. Suite 312. Aekendnre. VA 22314. Tamps. FL 36510
Job Truss Truss Type Ory Park Sq HnVCypress-A 3449
r T13038325
P3449A A4 SPECIAL 1
Job Reference (optional)
Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 24 08:25:31 2018 Page 1
ID 3ZzglgRd52DXJ97elc5ojiyRrR?-bUe 6TnJLv$uKbWa17VgF6Rl8o3KBwJrglkW2pzsCOY
4-9.14 42.2 5$0 0.1-12 5.4 3-0 5$15 S53 41M 2$2 31-14
Scale = 1 78 3
Site1.5x4 II 6x6 =
5.00 t 2
4 27 5 6
1
a A.m - -1. -
22 21 20 19 18 17 32 33 34 18 15 14
4x6 =
20 II 40 = 7x8 = 5x8 = 20 II
8x10MT20HS = 4x1D =
04 = 20 II
4x8 =
LOADING (psi) SPACING- 2-0.0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 Rep Stress Inv NO
BCDL 10.0 Code FBC2017/TPI2014
LUMBER -
TOP CHORD 2x4 SP No.2 'Except'
7-10 2x6 SP No.2
BOT CHORD 2x6 SP DSS *Except,
2-20 2x6 SP No.2
WEBS 2x4 SP No.3'Except*
4-21,6-19,10-16,5-20: 2x4 SP No.2
REACTIONS. (lb/size) 2=271810-3-8, 12=3691/0-3.8
Max Horz 2=83(LC 7)
Max Uplift 2=702(LC 8). 12=963(LC 8)
CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TC 0.92 Vert(LL) 0.81 17-18 ;-668 240 MT20 244/190
BC 0.71 Vert(CT) 1.60 17-18 >337 180 MT20HS 157/143
WB 0.94 Horz(CT) 0.20 12 nla n/a
Matrix -MS Weight: 557 Ib FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-512 oc purlins.
BOT CHORD Rigid ceiling directly applied or 9.0-11 oc bracing
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=6477/1611, 3-4=6118/1552, 4-5= 8167/2106, 5.6=8167/2106, 6.7-11089/2832,
7-8=1907414911, 8-9=19049/4900, 9-10=15195r3917, 10-11=91382336,
11-12 47582216
BOT CHORD 2-22=1422/5953, 21-22=1422/5953, 20-21=-131015616, 19-20=2434/9999,
18-19=-4302/17233, 17-18= 4300/17235, 16.17=3817/15192, 1576=208018455, 14-15=1991/8057, 12-
14=1991/8057 WEBS 3-21--433/125,
4-21-53/403, 4-20=778/3126, 6.20=2287/577, 6.19=1315/5280, 7-19=46792243, 10.15=
36297, 11-15=139/442, 11-14=369/123, 8.17--568227, 9-16=2213/641, 7-
17-10192065, 9-17=1068/4181, 10-16 =1915f7425, 5-20=-358/150 NOTES- 1) 2-ply truss
to
be Connected together with 10d (0.131'7t3") nails as follows. Top chords connected as follows:
20 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 0c. Bottom chords connected as follows:
2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows' 2x4 -
1 row at 0-9-0 oc. 2) All loads are considered
equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided
to distribute only loads noted as (F) or (8), unless otherwise Indicated. 3) Unbalanced roof live loads
have been considered for this design 4) Wind ASCE 7-10.
Vuh=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h=25ft; 8=45ft, L=4511; eave=6ft: Cat. II; Exp B; End., GCpi=
0.18; MWFRS (directional); Lumber DOL=1.60 plate gnp 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 psi bottom chord live load 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 100 lb uplift at joints) except 01=lb) 2=702,12=963. ontinueo
on page z This
item has been electronically
signed and sealed by
Velez, Joaquin, PE
using a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the
signature must be verified O,
p.any electronic cgpjes.
loaq' ir4Vele;'PEJio;61E2 47efy{
1AA eR66344_ 69041) Ilte'
EekBA_d.Tefn '
f1336.t0. 1Geteri '+ January 24.2018
AWARNING- V.
W dutpn Perameee
and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI.7473 rein. 1801,7015 BEFORE USE. Design valid for use only
with Mnelim connectors. This design is based only upon parameters shown, and is for an individual buildup eomponenl, notiff a truss system. Before use, the budding designer must verify the applicability of design parameters and property incorporate this design emit the overall building design. Bracing indicated is
to prevent buciding of individual truss Web and/or chord members only. Additional temporary and permanent bracing µ is always required prevent co
for stability and 10 0apseWithpossiblepersonalinjury and property damage. For general guidance regarding the 1M' Q U f! labricahon. storage, delivery. erectionandbracing
of trusses and Inns systems, see ANSVaPIt Quality Criteria, DSBa9 and BC81 Building Component Safety Information mllable from Truss Plate
Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL
36610
Job Truss Truss Type Oy Sq HnVCypress-A 3449
Fy Poeb"ReferenceP3449AA4SPECIAL1fT130383252optional)
Mid -Florida Lumber, Bartow, FL. 0.130 s Sep 15 Z017 MiTek Industries. Inc. wea Jan Z4 ue:za 31 zuia rage z
ID 3Zzgt9Rd82DXJg?elc5ojiyRrR?-bUe 6TnJLvSuKbWal7VgF6R18o3KBwJr9lkW2pzsC8Y
NOTES-
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 lb down and 81 lb up at 30-7-12, and 106 lb down and 81 lb up at
32-04 on top chord, and 1620 lb down and 443 lb up at 29-1-0, 46 lb down at 30-7-12, and 46 lb down at 32-0-4, and 874 Ili down and 236 Ili up at 33-6-8 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=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-4=60, 4.6=-60, 6-7=60, 7-10-=-60, 10.13=-60, 2-12=20
Concentrated Loads (lb)
Vert: 17=1620(F) 29=-66(F) 30= 6Wfl 32=-32(F) 33-32(F) 34=674(F)
0 WARNING • Varlly design parameters end READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE 11067473 rev. 1043/301S BEFORE USE.
Design valid for use only with MRek® connectors. This design is based only upon parameters shorn, and is for an individual building componerd, not
a INae system. Before use. the budding designer must verity the applicability at design parameters and properly incorporate this design into the overall
budding design. Braong indicated is to prevem budding of individual truss web andfor chord members only. Additional temporary and permanent bracing 11tAisIs "Ways required IOr stability and to prevent collapse with possible personal injury and properly damage. For general guidance regaining the l
labnrotion, storage, delivery, erection and bracing of Irasses and miss "am&, see ANSVTPIt Ouatlty, Criteria, DS8a9 and SCSI Building Component 69D4 Parke East IRA.
Safety Information available from Truss Plate Instawe. 218 N Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hm/Cypress-A 3449
T13038326
P3449A A5 HIP 1 1
Job Reference Gonal
Mid -Florida Lumber, Banow, FL. 8.t30 s Sep 15 2017 MTek Industries. Inc. Wed Jan 24 08.25 32 2018 Page 1
ID 3Zzgt9Rd82DXJg7e1c5ojiy"7.3gCMJpox6CGltd5mbrO3oJ_HABPD~.OyU3aGzsCBX
5 9 14 S2.2 5 9-0 S9-0 S9-0
1
5 9-0
I
S2.2
1
5.9.14
5 Go 12
5x5 =
30 = 5x5 - 30 = 5x5 =
4 28 5 29 30 6 31 327 833
Scale= 1-77.3
19 1B
17 16 15 14
13 12
3xB =
1.50 I I 3x8 =
5x8 MT20HS = 30 =
3x8 = 1.5x4 I I
3xB =
3x4 = 5x8 MT20HS =
LOADING (psr)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Ines YES
Code FBC2017rrP12014
CSI.
TC 0.59
BC 0.74
WB 0.40
Matrix -MS
DEFL.
Vert(LL)
Verl(CT)
HOrz(CT)
in (loc) I/den Ud
043 15-16 >999 240 0.
90 1516 >600 180 0.
25 10 n/a n/a PLATES
MT20
MT20HS
Weight,
228 lb GRIP
2441190
167/
143 FT =
20% LUMBER-
BRACING - TOP
CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-12 oc purlins. BOT
CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-5-12 of: bracing. WEBS
20 SP No.3 WEBS 1 Row at midpt 518. 7-13 REACTIONS. (
lb/size) 2=186010.3-8, 10=1860/0-3-8 Max
Horz 2=99(LC 10) Max
Upldl2=471(LC 12), 10=471(LC 12) FORCES. (
lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=4117/1409, 3.4=3587/1248, 4-5=3283/1203, 5-6=4246/1480, 6-7=4246/1480, 7-
8=3283/1203, B-9=3587/1248, 9-10=411711409 BOT
CHORD 2-19=1233/3750, 18-19-1233/3750, 16-18=1251/4113, 1516 =1336/4365, 13-
15 =1254/4113, 12-13=1237/3750. 10-12=123713750 WEBS
3-18=553/281, 4-18=305/1057, 518=1168/395, 516= 41/403, 6-16=2851110, 6-
15=265/110, 7-15=-41/403, 7-13-1168/395, 8-13=305/1057, 9.13=553/281 NOTES -
I)
Unbalanced roof live loads have been considered for this design. 2)
Wtnd ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=25f1; B-451t; L=45R; eave=6ft; Cat. II;
Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-6-0. Interior(1) 3-6-0 to 11-0-0, Exterior(2) 11-0-0 to 40-
4-6. Intenor(1) 40-4-6 to 46-0.0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=
1.60 3)
Provide adequate drainage to prevent water ponding. 4)
All plates are MT20 plates unless otherwise indicated. 5)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This item has been 6) '
This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide electronically signed and willfitbetweenthebottomchordandanyothermembers. 7)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uptdl at joint(s) except U=Ili) sealed by Velez, Joaquin, PE 2=
471,10=471. using a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified opty
iany electroniceQpies. IolrfErVelei.PENo8182MiTekUSA;'
Igt:^FL'Cert 68 r 6960' rQE;019 4fiafn ;Fl_-737361g. Dets r January
24,2018
O WARNING - Vefly
design parameters end READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WF7473 rev. 1000"0fS BEFORE USE. Design valid for use
orgy with Morelia, Connegon This design is based only upon parameters sham, and is for an individual budding component, not a truss system. Before
use. the budding designer must veny the applicability of design parameters and properly incorporole 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 .GrT is sways required for
stability and to prevent collapse with possible personal injury and Property damage. For general guidance regarding the fabrication, stooge. delivery, ereflron
and bracing of trusses and truss systems, see ANSVrPI1 Owlhy Crherta, OS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from
Trues Plate Institute. 218 N. Lee SUeel. Suite 312, Nazandna, VA 22314. Tampa, FL 35610
Job Truss Truss Type Ply Park SillHm/Cypress•A 3449
10ty I T13038327
P3449A A6 HIP 1 1
Job Reference (Optional)
Mid -Florida Lumber, Banow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Jan 24 05:25:34 2018 Page 1
ID 32zgt9Rd82DXJg7e1C5ojiyRrR?-?3K6kVpCegWTB2FBiG2Xtk3cY?2sOPmlrGzm8zsC8V
4.9.14 4.2-2 5-73 5•13 5-13 54-13 5-4-13 4-2-2 4-9.14 ta
5x5 =
5.o0 12 30 = 30 = 5x5 =
4 26 5 27 6 28 29 7
3xS =
17 16 15 14 13
3x8 = 6x6 MT20HS = 30 = 6x6 MT20HS = 34
Scale - 1.77 2
3x8 =
I 9.0-0 16-0-0 22-" 29-0-0 38-0-0 45.0-01I1I1 i9-0-0 7-0A 860 8 0 700 900
Plate Onsets (X.Y)- 12 0-".0 0 141,17 0 2-8,0 3-01.111:0 8-8.0 0 1a), 114:0-3-12.Edgel, 116:0.3-12.Edael
LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.57 15 >953 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.84 Ven(CT) -1.14 15-16 >475 180 MT20HS 1871143
BCLL 0.0 Rep Stress Inv YES WB 0.44 Horz(CT) 0.28 11 n/a n/a
BCDL 10.0 Code FBC2017n-PI2014 Matrix -MS Weight: 222 lb FT = 20%
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x4 SP No.1
WEBS 2x4 SP No.3
REACTIONS. (lb/size) 2=1860/0.3-8, 11=1860/0-3-8
Max Hone 2=83(LC 11)
Max Uplift 2=471(LC 12), 11=471(LC 12)
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-2-0 of; purling.
BOT CHORD Rigid ceiling directly applied or 4-11-12 cc bracing.
WEBS 1 Row at midpt 5-17, 8-13
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=4113/1455, 3.4=3784/1289, 4-5=3489/1240, 5-6=4881/1667, 6-7=5316/1793,
7-8=4881/1667, 8-9=3489/1240, 9-10=3784/1289, 10.11=4113/1455
BOT CHORD 2-17-1279/3770, 16-17=-1442/4666, 15-16=1625/5269, 14-15 =1626/5269,
13-14=1438/4666, 11-13=1283/3770
WEBS 3-17=-357/260, 4-17=-334/1163, 5-17-1521/519. 5-16=114/592, 6-16=597/202,
7-14=597/202, 8-14=114/592, 8-13=1521/519, 9-13=33411163, 10-13=357/260
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=45ft; eave=6ft; Cat.
11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extertor(2) -1-0-0 to 3-6-0, Interior(1) 3-6-0 to 9.40, Exterior(2) 9-0-0 to
42-4-0, Intenor(1) 42-4-6 to 46-0.0 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) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconwrrent 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 3-641 tall by 2-0-O wide
will fil between the bottom Chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except @=lb)
2-471, 11 =471,
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op any elpctron(c copies.
1oagVN igVela:PENo 81(U
p1Tek {jSAr I0c5:FL Ciit 68
00 rkeEakBNtl.Tefn 'FL'•73610.
January 24,2018
O WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED 69TEK REFERENCE PAGE P7473 m 106MIS BEFORE USE.
Design valid for use only with MReirlb 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 —in
bugding design Bracing indrratad is to prevent buctdrng of individual truss web and/or chord members only. Additional temporary and permanent bracing
is slways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the •Q
fabnsabon, storage, deavery, erection and bracing of trusses and truss systems, an ANSVrPII Quality Criteria, DS649 and BCSI Building Component 6904 Parke East BNB
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 Hrn/Cypress-A U49
rP3 T13038328
449A A7 SPECIAL 12f Job Reference(optional)
MIGFIO1108 LumDef, 9811Ow, FL. 8.130 S Sep 15 2017 MTek Intlu5UleS. Inc. Wed Jan 24 OB 2535 2018 Page 1
ID:3Zzgt9Rd82DXJg7e1c5ojiyRrR7-TFuUxMgO7eKoCgLGzzmOycjsPN87rnJR4v ikBazsCBU
4-11.14 4.41 2-4-0 3-4$ 382 4.9.15 4-9-15 4-9-IS 4-I1-71 3-2.2 39•t4
5x5 =
5.00 12 5X6 —
4 5
3x4 G
3
12
1.50 II 3xe = 5x5 =
6 7 27 28 29 8 30
3x8 =
9
1 50 11 5x8 =
33 10 34 35 36 11
Scale - 179.6
22 21 20 19 37 38 to 39 40 17
41 42 16 43 µ
75
06 =
20 II 400 = Bx8 MT20HS = 20 II 4xB =
8x5 MT20HS = 4x1O =
4x4
4x8 =
LOADING (psf) SPACING- 240-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Gnp DOL 1.25 TC 0.94 Vert(LL) -0,75 18-19 >720 240 MT20 244/190
TCDL 100 Lumber DOL 1.25 BC 0.91 Vert(CT) -1.49 18-19 >362 180 MT20HS 187/143
BOLL 0.0 ' Rep Stress Iner NO WB 0.81 Horz(CT) 0.22 13 nla n/a
BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight- 536 lb FT - 20%
LUMBER- BRACING -
TOP CHORD 20 SP No 2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purtins.
5.8,8-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 9-0-9 oc bracing.
BOT CHORD 2x6 SP No.t 'Except'
17-20: 2x6 SP DSS
WEBS 20 SP No 3 'Except'
4-21: 20 SP No.2
REACTIONS. (lb/Size) 2=3181/0-3-8, 13=3571/0-3-8
Max Horz 2=85(LC 7)
Max Uplift 2=835(LC 8), 13=962(1.0 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=7672/1957, 3-4=7294/1894, 4-5=7248/1897, 5-6=13039/3397, 6-7=-1303913397,
7-8-15205/4004, 8-9=1520514004, 9-10=-11598/9092, 10-11=11598/3092, 11 - 1 2=
8572/2269, 12-13= 8733/2317 BOT CHORD 2-
22=173977052, 21-22--173977052, 20-21=2672/10673, 19-20=3890/15307, 18-19=3890/
15307, 17-18=3621/14116, 16-17=3621/14116, 15 16=200277930, 13-15=2076/
8025 WEBS 3-21=
463/131, 4-21-1350/5286, 5-21=-6308/1669, 7-19=334/1533, 11-15=-84/716, 12-15 =261/
85, 5-20=79813172, 7-20 =2989/792. 8-18=5091248, 9-17=0/435, 10.16=536/
262, 11-16=112214238, 9-16=29337755, 9-18 =307/1267 NOTES- 1) 2-
ply
truss to be connected together with 10d (0.131"x3') nails as follows Top chords connected
as follows, 20 - 1 row at 0-7-0 oc. This item has been Bottom chords connected
as follows: 2x6 - 2 rows staggered at 0-9-0 or- electronically signed and Webs connected asfollows. 2x4 - 1 row at 0-9-0 oc. sealed b Velez,
Joaquin, PE y 4 2) All loadsareconsideredequallyappliedtoallplies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have
been provided to distnbute only loads noted as (F) or (8), unless otherwise indicated. using a Digital Signature. 3) Unbalanced roof
live loads have been considered for this design. Printed Copies Of this 4) Wind ASCE
7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=3.0psf; h=25ft, B-4511; L=45ft; eave=6ft; Cal. document are not considered 11; Exp B;
Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1.60 signed and sealed and the 5) Provide adequate
drainage to prevent water ponding. signature must be
Verified 6) All platesareMT20platesunlessotherwiseindicated. 7) This truss
has been designed for a 10.0 psf bottom chord live load nonconrurrent with any other live loads. O,[7 any electr.Onic Copies. 8) ' This truss
has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide IJoaQq lllr4Vele;'PENo r 8162 will fit between
the bottom chord and any other members. ITef1iSAt Iraq FL' Cert 61k L•73610. 9)
Provide mechanicalconnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (n=lb) @901'Perrki:EeLc'Bh'd`Se(n 2=835, 13=
962. D r. January 24.2018
mmueo on page
z O WARNING - Varlly
design parameti s and READ NOTES ON TM AND INCLUDED WTEK REFERENCE PAGE WO.7473 rev. 1ADY df5 BEFORE USE. Design valid lot
use only with Wake, connectors. This design is based only upon parameters sham, and is for an individual bulldog component, not MIT a truss system.
Before use, the bulldog designer must vent' the applicabilay of design parameters and properly incorporate this design and the overall building design. Bracing
indicated is to prevent buckling of mdmdual truss web and/or chord members only Additional temporary and permanent bracing MAT always required forslabilityendtopreventcollapsewithpossiblepersonalnluryandpropertydamage. For general guidance regarding the fabrication, storage, delivery,
erection and braong of trusses and truss "am$, "a ANSVIPH Quality Criteria, D5049 and SCSI Building Component 6904 Parke East BNd. Safety Information available
from Truss piano Inslene. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tamps, FL 35610
Job Truss Truss Type Oty Ply Park Sq HrrVCypress-A 3449
T73038328
P3M9A A7 SPECIAL 1 f2 Job Reference (optional)
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 24 03:25:35 2010 Page 2
ID 3Zzgt9Rd82DXJg7e1c5ojiyRrR7-TFuUrvggO7eKoCgLGzZmOycjsPN87mJR4wlkBazsCBU
NOTES-
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 136 lb down and 99 lb up at 19.11-4, 136 lb down and 99 lb up at
21-11-4. 136 lb down and 99 lb up at 23-11-4, 136 lb down and 99 lb up at 25-11-4, 136 lb down and 99 lb up at 27-11-4. 136 lb down and 99 lb up at 29-11-4, 136 Ib
down and 99 lb up at 31-11-4, 136 lb down and 99 lb up at 33-11-4, and 136 lb down and 99 lb up at 35-11-4, and 237 lb down and 191 lb up at 38-0-0 on top chord,
and 1322 lb down and 348 lb up at 181r8, 66 lb down at 19.11-4, 66111 down at 21-11-4, 66 lb down at 23.11-4.66 lb down at 25 11-4, 66 lb down at 27-11-4, 66 lb
down at 29.11.4. 66 lb down at 31-114, 66 lb down at 33-11.4. and 66 lb down at 35-11-4. and 329 lb down and 89 lb up at 37-114 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Root live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plr)
Vert: 1-4=60, 4-5=-60, 5-11-60, 11-14=60, 2-13-20
Concentrated Loads (lb)
Vert, 11=140(B) 19=1322(B) 15=329(8) 9=96(B) 17=42(B) 27=96(8) 29=-96(B) 30=96(B) 31=-96(B) 32=96(B) 33-96(B) 35=96(B) 36=96(B) 37L42(B)
38=42(8) 39=42(8) 40=-42(B) 41-42(B) 42 =42(B) 43=-42(8) 44=42(13)
0 WARNING • Verily design paramerers and READ NOTES ON THIS AND INCLUDED UITEK REFERENCE PAGE WFTA7 rev. 10rW/7015 BEFORE USE.
Design valid for use only with Mrrek® connectors. This design is based only upon perameters sham, and is for an individual budding component, not
a truss ayAem Before use, the budding designer must vent' the applicability of design parameters and property Incorporate this design mo the overall
building design. Bracing indicated is 10 prevent bucidrng of individual truss web andfor chord members only Addnanal temporary and permanent brerdng wT
is always required for stabday and to prevem collapse with possible personal injury and property damage. For general guidance regarding the IJl
fabrication, storage. delivery, erection and bracing of buzzes and truss systems, see ANSVMI Quality Criteria, DSMS and BCSI Building Component 6904 Parke East Bald
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Mexandne, VA 22314. Tamps. FL 36610
Job Truss- Truss Type Oly Ply Park Sq HnVCypress-A 3449
T13038329
P3449A B1 HIP 1 1
Job Reference (Optional)
Mid•Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Vied Jan 24 08:25:36 2018 Page 1
ID 3Zzgt9Rd82DXJg7e1c5olryRrR?-xSSt9BrS9RmBOMPXgh57y997dpnhsESalaSHjlzsCBT
TH4$14 4-2-2 4.7-14 411-2 4$0 4$2 4-7.14 4-2-2 4-9
2
Scale = 1.70.5
5x8 =
I.50 II 30 = SxB = 7.50 II 5x8 =
5.0o t2
4 28 529 30 6 7 31 6 32 33 9
F.WA- 1, a "Rq ILLre FAA
34 =
LOADING (psi)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
LUMBER -
TOP CHORD 20 SP No.2
SOT CHORD 2x4 SP No.2
WEBS 2x4 SP No.3
20 19
18
17 16
30 = US =
3x6 =
40 =
3x6 II
SPACING- 2.0.0
Plate Gnp DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017/TPI2014
15
14
3x8 = 300 =
13
3x4 = 3x8 =
CSI. DEFL. in (loc) I/defl L/d PLATES GRIP
TC 0.49 Vert(LL) 0.24 20-23 >999 240 MT20 244/190
BC 0.69 Vert(CT) -031 20-23 >879 180 WB
0.75 Horz(CT) 0.02 11 Wit n/a Matrix -
MS Weight: 214 lb FT = 20% BRACING -
TOP
CHORD Structural wood sheathing directly applied or 4-5 2 oc puriins. BOT
CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. REACTIONS. (
Ib/sae) 2=798/044, 16=2036/0.8-0, 11=566/0.8-0 Max
Horz 2=-82(LC 10) Max
Uplrft 2=361(LC 12), 16=626(LC 12), 11=87(LC 12) Max
Grav 2=816(LC 21), 16=2036(LC 1), 11=592(LC 22) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3-1470/1260, 3.4=1103/1017. 4-5=780/793, 5-6=780r793, 6-7=166/310, 9-
10=529/28. 10-11=-9021202 BOT
CHORD 2-20=-1125/1342, 19-20=4011977, 16-17=1011046, 14-16=1011r746, 13-14-0/446, 11-
13=1321819 WEBS
3-20=-412/371, 4-20=410/400, 6-17=-799/539, 7-17=112311402, 7-16-191811165, 9.
14=-657/338, 9-13=71/406, 10.13=421/272, 5-19=299/178, 8.14=290/170, 7-
14=482/1159, 4-19=2831248, 6-19=6321832 NOTES-
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=41ft; eave=511, Cat. 11;
Exp B. Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) -1-0-0 to 3.1-3, Interior(1) 3.1-3 to 9-0-0, Exterior(2) 9-0-0 to 37-
9-9, Interior(1) 37-9.9 to 42-0.0 zone; porch left exposed;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 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
rd 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) 11 except 01=lb) 2=
361, 16=626. This
item has been electronically
signed and sealed
by Velez, Joaquin, PE using
a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified op.
any electronic maples. 7olf'
I'k'VelevplE o581d2 6 -..2 IiTefI
SA,`Iric;L' ert66 r
6904'
piflif Eeit 0lvd: Tefh ` 33610 January
24,2018 QWARNING -
verily duyn parameters end READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MP7473 M. 1000"015 BEFORE USE. Design
valid for use only with MlTeli® 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 vent' the applicability of design parameters and property incorporate this design into the overall billdung
design. BrOCing indicated Isla prevent bucidung of individual truss web and/or chord members only Additional temporary and permanent bracing IINI wT' is
always required for Stability and to prevent collapse with possible personal wjury and property damage. For general guidance regarding the 1 aj fabrication,
storage, delivery, erection and bramig of trusses and fruits systems, see ANSIRPII Weary Criteria, DS849 and BCSI Building Component 6904 Parke East Blvd, Safety
Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandne, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oy Py afkSqHnVCypress-
A3449T73038330P3449AB2HIP11obReference (optional)
Mid-Flonda Lumber, Bartow, FL. e.13u s aep 1, [u1 r MI a eK mousines, roc, vveo dan c4 uo:ca:.10 cuio rape a
ID.3Zzgt9Rd82DXJg7e1 c5ojiyRrR7-ugZdassih20v1gYwx67T2aEDOcPcK4JtmuxOnvzsCBR
3 9 14 3 2-2 57-14 Sar2 4$p 51i 2 57-14 3 2-2 3-9 14
5x8 =
5.00 t 2
4 25
30 = 3x8 = axe = 34 = 5xE _
26 27 5 28 29 30 31 6 32 33 34 7 35 36 37 838 39 40 41 9
Scale - 1 70.5
18
42 43 17 44 45 46 76 47 48 49 15 50 51 14 52 53 54 13
3x6 =
30 = 6x8 =
40 = 6x8 =
5x6 = 30
3x5 =
LOADING (psi)
TCLL 20.0
TCDL 10.0
BCLL 0.0 -
BCDL 10.0
SPACING- 2-0.0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr NO
Code FBC2017lrP12014
CSI.
TC 099
BC 0.92
WB 0.98
Matrix -MS
DEFL.
Vert(LL)
VeM(CT)
Horz(CT)
in (loc) 1/deft Lid
0.14 17-18 >999 240
0.30 17-18 >902 180
0.11 11 We We
PLATES GRIP
MT20 2441190
Weight: 204 Ib FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc puffins.
4-7,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-1-1 oc bracing
BOT CHORD 20 SP No.2 WEBS 1 Row at midpt 6-15, 8-15, S76
WEBS 2x4 SP NO.3
REACTIONS. (lb/sae) 2=1429/0-B-0, 15=4658/0-8-0, 11=899/0-8-0
Max Horz 2--66(LC 6)
Max Uplift 2=513(LC 8), 15=1306(LC 8), 11-181(LC 8)
Max Grav 2-1437(LC 17), 1 5=4658(LC 1),11=91O(LC 18)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3-309011031, 3-4=2880/970, 4-5=25241901, 56=4311250, 6-7-777/2807.
7-8=777/2807, 8-9=268/0, 9.10=1543277, 10-11=17691319
BOT CHORD 2-18=9092825, 17-18=8212671, 16-17=40212524, 1576=217/431, 14-15=01268, 13-14 =179 /
14 28. 11-13= 24 511612 WEBS 3-18=
282/104, 4-18=-1457708, 6 16=-380/1410, 6-15=378011216, 7-15=669286, 9.14=13311366,
9.13=36r723, 1D•13=314176, 5-17=-41/555, 8-14= 80I940, 8-15=3440/828, 516=
23937740 NOTES- 1) Unbalanced roof live
loads
have been considered for this design. 2) Wind: ASCE 7-10.
Vuk=140mph (3second gust) Vesd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; 8=45ft; L=41R; eave=511, Cat. 11; Exp B; Encl., GCpi=
0.18: MWFRS (directional); porch 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. This item has been 5) - This truss has been
designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide electronically signed and will fit between the bottom
chord and any other members. Sealed by Velez, Joaquin, PE 6) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except @=1b) 2=513, 11=181. using
a Digital Signature. 15=1W6, 7) Hanger(s) or other
connection device(s) shall be provided sufficient to support concentrated load(s) 210 Ib down and 199 Ib up at Printed copies of this 7-0-0, 123111 down
and 106 Ib up at 9.0.12, 123 lb down and 106 Ib up at 11-0-12, 123 Ib down and 106 Ib up at 13.0-12, 123lb document are not considered down and 106 lb up
at 15.0-12, 123 lb down and 106 Ib up at 17-0-12, 123 lb down and 106 Ib up at 19 12,123 Ib down and 106 signed and sealed and the Ib up at 20-6-
0, 123 lb down and 106 lb up at 21-11-4, 123 lb down and 106 lb up at 23-11-4, 123 lb down and 106 Ib up at nature must be verified signature g 2511-4, 123Ibdownand106Ibupat27-11-4, 123 Ib down and 106 Ib up at 29-11-4. and 123 lb down and 106 lb up at 31-1 and 210 Ib down and
199 lb up at 34-0-0 on top chord, and 374 Ib down and 60 Ib up at 7-0-0, 88 Ib down at 9-0-12, 88 Ib down at O[I-any el Ctf.onic cQples. 11-0-12, 88 Ib
down at 13.0.12, 88 lb down at 15-0.12. 58 lb down at 17-0-12. 88 Ib down at 19.0-12, 68 lb down at 20-6-0, 88 lb down at 21-11-4,
88 Ili down at 2311-4, 88 Ili down at 2571-4, 88 Ili down at 27-11-4, 88 Ili down at 29-11-4, and 88 Ili down at Joaq lirr Velez'PENoK8182 I,..
k ,5, fg1::L
eR 6834 31-11.4, and 374
Ib down and 891b up a1 33-11-4 on bottom chord. The design/selection of such connection device(s) is the 6904'P-N9`•E*kBlvd Tefn . G33R1 it responsibility of others. sDine,
8) In the
LOADCASE(
S) section, loads applied to the face of the truss are noted as front (F) or back (B). January 24,2018 C ominueo on page 2
0 WARNING • Voi fry deslgn
paiamefers and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE M11.7473 ray. 180111341015 BEFORE USE. Design valid for use only
with MTeh® 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 applicability Of design parameters and property mcorporale this design into Ina Overt budding design. Bracing indicated is
to preventldmg bucof individual truss Web andlorchord members only. Additional temporary and permanent braidng y, is always required for stability
andtopreventCollapseWithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingtheNbnration, storage. delivery, erecutin and bracing
of trusses and truss systems, we ANSVTPII Quality Criteria, DSBa9 and SCSI Building Component 6104 Portia East Blvd Safety Information available from Truss Plats
Institute. 218 N. Lee Street. Suite 312. Alexandns, VA 22314. Tampa. FL 36610
Job Truss Truss Type Oty Ply Park Sq HmifCypress-A 3449
T13038330
P3449A B2 HIP 1 1
Job Reference (optional)
Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MITek Industries, Inc. Wed Jan 24 08 25 38 2018 Page 2
ID 3Zzgt9Rd82DXJg7elc5ojiyRrR?-IgZdasslh2OvfgYwx67T2aEDOcPcK4JunuxOnvzsCBR
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pit)
Vert: 1-4=60, 4-9=-60, 9-12 60, 19-22=20
Concentrated Loads (lb)
Vert: 4=163(F) 9=163(F) 18=374(F) 13=374(F) 25=123(1`) 26=123(F) 28=123(F) 30=123(F) 31=123(F) 32=-123(F) 33=123(F) 34=123(F) 35=123(F)
36=123(F) 38=123(1`) 40=123(F) 41=123(F) 42=71(F) 43-71(F) 44-71(F) 45=71(F) 46=71(F) 47=71(F) 48=71(F) 49=71(F) 50=71(1`) 51=71(F) 52=-71(F)
53=71(F) 54=71(F)
O WARMNG - Vedl y design parameters end READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE WO.7473 rev. 1003/2013 BEFORE USE.
Design valid for use only with MRek® connectors This design is based only upon parameters shown, and is for an hndvAdual building component, not
a tiVss system. Before use, the budding designer must vent' the apphcabildy of design parameters and property incorporate this design uilo the overallbuddingdesign. Brag indicated is to prevern buctdnng of individual truss web and/or chord members only. Additional temporary and permanent breung 11t91:T
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 bractng of trusses and truss systems, we ANSVrPl1 Quality Criteria, D5849 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Inslame, 210 N. Lee Street, Suse 312, Alexandria, VA 22314. Tampa, FL 38610
Job Truss Truss Type Ply Park Sq HnVCypress-A 3449
10ty T13038331
P3449A c1l HIP 1 1
Job Reference(optional)
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Jan 24 08:25:39 Z010 Page 1
ID 32zgt9Rd82DXJg7elc5ojryRrR?-M177nCIKSM8mHp76VpeiaomR90mZ3d17YgxKMzsC80
1-0-0 3 9 74 7 O D 12.0.9 18 11-7 22-04 25 2-2
i1-0-0 39.14 3-2-2 5-0.9 4.1013 5-0-9 3.2-2 3.9.74
2
Stale = 1.50.2
6i8 =
30 = 1.50 It Site =
5.00 12 4 20 21225 23 24 25 266 27 28
13
29 30
12
31 32 33
11
34 35
10
3x10 ;
30 =
5xt2 MT20HS = 4xID =
30 =
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 NO
BCDL 10.0 Code FBC20171TP12014
LUMBER -
TOP CHORD 2x4 SP No.2 'Except'
4-7. 2x4 SP DSS
BOT CHORD 2x4 SP DSS'Except'
2-12. 2x4 SP No.t
WEBS 2x4 SP No.3
WEDGE
Left, 2x4 SP No.3
REACTIONS. (lb/size) 9=2150/Mechanical, 2=2212/0-3-8
Max Horz 2=55(LC 7)
Max Uplift 9=564(LC 8), 2--608(LC 8)
axe =
CSI. DEFL. in (loc) Wert Ud PLATES GRIP
TC 0.73 Veff(LL) 0.34 11-12 >999 240 MT20 244/190
BC 0.87 Vert(CT) 0.6911-12 >507 180 MT20HS 187/143
WB 0.65 HOrz(CT) 0.17 9 n/a Tire
Matrix -MS Weight. 141 lb FT - 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 2-3-15 oc puffins.
BOT CHORD Rigid ceiling directly applied or 5-7-9 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=5043/1348, 3-4=-4643/1299, 4-5=5909/1610, 5-6=592011614. 6-7=592011614,
7-8=-4851/1305, 8-9=505911360
BOT CHORD 2-13=1204/4613, 12-13=1126/4476, 11-12=1517/5918, 10-11 =1131/4483,
9.10=-1217/4631
WEBS 3-13=-278188, 4-13=48/612, 4-12= 449/1714, 5-12=595/277, 6-11=570/287,
7-11=-449/1718, 7-10 =541617, 8-10-284197
NOTES -
I) Unbalanced roof live loads have been considered for this design
2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h-25ft; B=45ft, L=29ft; eave=oft. Cat.
11, Exp B; End., GCpi=0.16, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 ps1 bottom chord live load nonconcur7enl 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 2J3-0 wide
will to between the bottom chord and any other members.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb)
9=564,2=608.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 187 lb down and 187 lb up at
7.0-0, 96 lb down and 99 Ib up at 9.0-12, 971b down and 99 Ib up at 11 12, 98 Ili down and 102 Ili up at 13J -12, 55 lb down and
76 Ib up at 14-6-0, 98 Ib down and 102 Ib up et 15-11-4, 97 Ib down and 99 Ib up at 17-114, and 961b down and 991b up at
19.11.4, and 187 Ili down and 187 lb up a1 22-0.0 on top chord, and 329 lb down and 89 lb up at 7.0.0, 66 Ili down at 9.0-12, 67 lb
down at 11-0-12, 87 lb down at 13-0.12. 98 lb down and 31 Ib up at 14-6-0, 87 lb down at 15-114, 67 lb down at 17-114. and 66
Ib down at 19-114, and 329 Ib down and 89 Ib up of 21-114 on bottom chord. The design/selection of such connection device(s)
is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8).
ontinueo on page 2
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
o.0,any electronic copies.
IJt»iq Ir y I-PBNgt01112, MTe USA;
Ipe'+FL CeR 60_ 6900'P
IIii:EakBNd Te FL33.10. January 24,
2018 AWARNING- Varlpr
design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE a01.7473 rev. 10002I1015 BEFORE USE Design valid
for use only with MrrokS cdnneaors This design is based only upon parameters shown, and is for an individual building component, not Iffif a Was "am. Before Use, the building designer must vent' the applicability of design parameters and property incorporate this design woo the overall building design.
Bracing Indicated is to prevail buckling of individual cuss web andlor chord members only Additional temporary and permanent bracing KO is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the a fabrication, storage,
delivery. erection and bracing of trusses and truss systems, see ANSV7PII Quality Criteria, OSS-49 and BCSI Building Component 6904 Parke East Blvd Safety Information
available from Truss Plate Institute, 216 N. Lee Street, Suite 312. Alexandra. VA 22314. Tamps, FL 36610
Job Truss Truss Type Ply
10ty
er1cSqHm/Cypress-A3449
T13038331
P3449A C1HIP 1 1ob Reference (optional)
MIO-Flonda Lumber, BartoW, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 24 08.25.39 2018 Page 2
ID:3Zzgl9Rd82DXJg7e1 c5ojiyRrR?-M 177nCtKSM8mHp76VpeiaomR90rttZ3ci1?YgKKMzsC80
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Inrrease=1.25
Uniform Loads (pl<)
Vert: 1-4—W, 4-7=-60, 7-9=60, 14-17=20
Concentrated Loads (lb)
Vert: 4=140(F) 7=140(F) 13=329(F) 10=329(F) 20=96(17) 21-97(F) 23=98(F) 24=55(F) 25=98(F) 27=97(F) 28=96(F) 29=42(F) 30=43(F) 31=70(F)
32=98(F) 33=70(F) 34-43(F) 35=42(F)
QWARMNG - Vnry dssign Paramatera and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WF7477 ray. fd&W=IS 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, nol
truss system. Before use, the buildup designer must verily the appbcabrbry of design parameters and propeM utcorporale this design into the overall
building design. Bracing indicated is to prevent buckling of individual iruu web andfor chord members only. Additional temporary and permanent bracing 1NJl jl
is always required for Inability and to prevent collapse with possible personal injury and property, damage. For general guidance regarding the LY 1f11I
fabrication, storage. delivery, erection and bracing of trusses and truss systems, sae ANSIrrPn Quality criteria, D5649 and SCSI Building component 6904 Parke East Blvd
Safety Information available from Truss Plate Inatdule. 218 N. Lee Street, Suite 312, Notations. VA 22314. Tamps FL 36610
Job Truss Truss Type Gty Ply Park Sq Hm'Cypress-A 3449
T13038332
P3449A CJ JACK 4 1
Job Reference (optional)
Mid -Florida Lumber, Bartow. FL. 3.130 s Sep 15 2017 MTek Industries, Inc. Wed Jan 24 08:25:39 2018 Page 1
ID:3>9Rd82DXJg7e 1 c5o)iyRrR?-M77?nCIKSMBmHp76VpeiaomaC0yu3rrwl?YgxKMzsC80
1.0.0 t-0.0
yM Stale = V 14.0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 5 >999 240 MT20 2441190
TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.00 5 >999 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a
BCDL 10.0 Code FBC20171TP12014 Matrix -MR Weight: 7 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purling,
BOT CHORD 20 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/size) 3=25/Mechanical, 5=160/0.8-0, 4 0/Mechanical
Max Horz 5=66(LC 12)
Max Uplift 3=25(LC 1), 5=34(LC 8), 4-A6(LC 12)
Max Grav 3=11(LC 10). 5=160(LC 1), 4=33(LC 10)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
NOTES.
1) Wind: ASCE 7-10; Vuh-140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=24ft; eave=oft, Cat.
II, Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) zone; end vertical left exposed,C-C for members and forces d
MWFRS for reactions shown; Lumber DOL0.60 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 wide
will fil 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, 5, 4.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op,any a ectropic copies.
Joigµm.Vela'PENtr58182,
liiek uS;a;10e°aFl Cent 68
8904'P rti'Ee'it611 dSelh ;FL•33870.
Ratisjr--
January 24,2018
0 WARN IG • Verfy design paremefere and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1191,7473 rev. 180"015 BEFORE USE.
Design valid for use only cant MiTeii® conneatora. This design is based only upon parameters shown, and is for an individual building component, not
a tons system. Before use, the budding designer must verity the applicability of design parameters and property incorporate this design into the overall
µ buildup design. Braong indicated is to prevent buckling of individual truss web andror chord members only. Additional temporary and permanent braong
Is frWays required for stability and to prevent collapse with possible personal inprry and property damage. For general guidance regarding the
fabrication, storage, delivery. Creation and brsons of busses and truss systems, we ANSUTPII Quality Criteria. DS549 and BCSI Building Component 69D4 Parke East BM
Safety Irdormation available from Truss Plate Institute. 216 N. Lee Street. Suite 312. Aldxandna. VA 22314. Tamps. FL 38610
Job Truss Truss Type Oty Ply
1Par*
SqHm1CypresS-A3449
T13038333
P3449A CJ1 JACK 20 1
Job Relerence Gonal
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Jan 24 08 25.40 2018 Page 1
ID:3Zzgt9Rd82DXJg7e1 c5ojiyRrR?-gDhN?YuyDgGcvzi13W9x7?JnKOIKoDAADCOUsozscOP
r
1-0.0
Scale = 1:6.5
20 =
LOADING (psf) SPACING- 2-0-0 CSL DEFL. in floc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ven(LL) 0.00 5 >999 240 MT20 2441190
TCDL 10.0 Lumber DOL 1.25 BC 0.01 Ven(CT) -0.00 5 >999 160
BCLL 0.0 Rep Stress Inv YES WB 000 Horz(CT) 0.00 4 n/a n/a
BCDL 10.0 Code FBC2017rrPI2014 Matrix -MP Weight: 5lb FT - 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0.0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
REACTIONS. (lb/sae) 3=9/Mechanical, 2=130/0-3-8, 4=-0/Mechanical
Max Horz 2=35(LC 12)
Max Uplift 3=3(LC 9), 2-73(LC 12)
Max Grav 3=10(LC 17), 2=130(LC 1), 4=11(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) 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; B=45ft; L=24ft; eave=4ft; Cat.
II, Exp B; Encl., 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 PSI 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 fil between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
o(i,any electronic (ppies. l'u6 1 Velez'PE , 8182.
Tef{ 1Sp. `Inc:tf L Cell 66 "R . Jam.. . r..
6904'pilka`EelitBkd Ta FL"•33610.
January 24,2018
WARNING - Verly alaslgn parameters acid READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M7473 rev. 1=34015 BEFORE USE.
Design valid for use only with MITek® connectors. This design 4 based only upon parameters sham, and is for an Individual building component, not
a truss system Before use. the building designer must veiny the applicability of design parameters and properly incorporate this design into the overall
building design Bracing indicated is to prevent buciding of individual truss Web and/or chord members only. Additional 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 11l
fabrication, storage, delivery. erection and bracing of misses and truss systems, see ANSU1Ph Quality Criteria. DSB.49 and SCSI Building Component 6904 Parke East Blvd.
Salary Wonnallon available from Truss Plate Instnuie. 215 N Lee Street. Sure 312, Alexandria. VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq HnVCypress-A 3449
T73038334
P3449A CJ3 JACK 18 1
Job Relerence (optional)
Mid-Flonda Lumber, Banow, FL. 8.130 s Sep 15 2017 MiTek Industnes, Inc. Wed Jan 24 08:25:41 2018 Page 1
ID:3Zzgt9Rd82DXJg7elc5ojiyRrR?4PFmCuvb_zOTW7HVdEgAtDsxigdYXgPKSs92OEzsC80 11W
3-0.0 1-
0-0 3-0.0 stele =
1:10.8 20
3."
LOADING (
pst) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl Ud PLATES GRIP TCLL
20.0 Plate Gnp DOL 1.25 TC 0.09 Ven(LL) -0.00 7 >999 240 MT20 2441190 TCDL
10.0 Lumber DOL 1.25 SC 0.07 Ven(CT) -0.01 4-7 >999 180 BCLL
0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL
10.0 Code FBC2017rrPI2014 Matrix -MP Weight: 11 Ili FT = 20% LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT
CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (
lb/size) 3=71/Mechanical, 2=188/0.3-0, 4=37/Mechanical Max
Horz 2=62(LC 12) Max
Uplift 3=30(LC 12). 2=-69(1-C 12) Max
Grav 3=71(LC 1), 2=188(LC 1), 4=52(LC 3) FORCES. (
Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) 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, B=45f1, L=24ft, eave=4f1; Cat. 11;
Exp B; End., GCpi=O 18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0.0 to 2-11-4 zone;C-C for members
and forces 8 MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 2)
This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) '
This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will
r4 between the bottom chord and any other members. 4)
Refer to girder(s) for truss to truss connections. 5)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. This
item has been electronically
signed and sealed
by Velez, Joaquin, PE using
a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified op,
gny electronic copies. W41AVelet-P0618182 y ,..
iltekilsqIrjcLjCen 66, 690C'
p 4ke'EeitBlTdriafn FL_3610 January
24,2018 AWARNING •
Verlry design pan m iters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1140,7477 now. 100MI S BEFORE USE. Design
valid for use only with MTekO connectors. This design is based only upon parameters sham, and is for an individual building componem, not a
truss system. Before use. the budding designer must veiny the applicability of design parameters and property incorporate this design mo the overall in building
design. Brsong inditaled is to prevent butdibng of individual truss web and/or chord members only Additional temporary and pernumem bracing at'' is
always required for stability and to prevent collapse With possible personal injury and property damage For general guidance regarding the sralf! I
fabncelion,
storage. delivery, erection and bracing of trustees and truss systems, see ANSVrPII Quality Criteria, DSO-ae and SCSI Building Component 6104 Parke East Blvd. Safety
Information available from Truss Plate Institute, 218 N. Lee 511reel, Suite 312. Almndna, VA 22310. Tamps, FL 36610
Job Truss Truss Type Ory Py, Sq HmlCypress A 3449
T13038335TJobP3449ACJ3AJACK3
eference (optional)
Mid-Flonda Lumber, Bartow, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 24 08:25:41 2018 Page 1
ID.3Zzgt9Rd82DXJg7e1 c5ojiyRrR7-IPFmCuvb_zOT W7HVdEgAlDsxdgdPXgdKss920EzsC80
3.0.0
110 3-041
1
Scale - 1.18.1
6
1.50
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in lot.) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Ver1(LL) -0.00 5-6 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0 06 Vert(CT) -0.01 5.6 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.05 HOrc(CT) -0.00 3 We n/a
BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 17 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc purlins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
REACTIONS. (lb/sae) 3=66/Mechanical, 6=198/0-84), 4=27/Mechanical
Max Horz 6-88(LC 12)
Max Uplift 3=22(LC 12), 6=-24(LC 12), 4=32(LC 12)
Max Grav 3=66(LC 1), 6=198(LC 1), 4=55(LC 3)
FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind. ASCE 7-10; Vult=140mph (3-second gust) Vesd=108mph; TCDL-4.2psf; BCDL-3.Opsf; h=15ft; 8=45ft; L=24ft; 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 2-11-4 zone; end vertical
left exposed,C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to 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, 6, 4.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op,any electropic egpies.
oagqpin Velez PENo81d2'
4A7eft USA; lije'ilk tit 686904PfeEekSBlvd:To:t FL•3381g
January 24,2018
0 WARNING- Verify design peramet*rs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111104473 rev. VOOM15 BEFORE USE.
Design va5d for use only with Mi rel* connectors. This design is based only upon parameters shown, and is for an indmdual building component, not
a truss system Before use, the budding designer must veiny 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 and/or chord members only. Additional temporary and permanent bracing 11=91.iT
is always required for stability and to prewin collapse with possible personal injury and property damage. For general guidance regarding the 1 i!!l
fabrication, storage. delivery, erection and bracing of trusses end truss systems, we ANSIRPII Quality Criteria, DSB.119 and BCSI Building Component 690e Parke East Blvd
Safety Information eva6able from Truss plate Inslaule. 218 N Lee Street. Sus* 312. Alexandria. VA 22314 Tamps, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hm/Cypress-A 3449
T13038336
P3449A CJ38 JACK 1 1
Job Reference (optional)'
Mid -Florida Lumber, Bartow, FL 8.130 s Sep 15 2017 Mi7ek Industries, Inc. Wed Jan 24 08:25:42 2018 Page 1
ID:3Zzgt9Rd82DXJg7el e5olryRrR7-mcpSPEvDIHWK8HshAxBPCO05pDzaG7EThVWbwllzsCBN
i 33." i
Scale=1:18.1
5
1.5x4
LOADING (psf) SPACING- 24).0 CS1. DEFL. in loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Gnp DOL 1.25 TC 0.13 VeA(LL) -0.00 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.09 Ver1(CT) -0.01 4-5 >999 180
BCLL 0.0 ' Rep Stress Ina YES WB 0.03 Horz(CT) 0.00 2 n/a n/a
BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight. 15lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc purtins,
BOT CHORD 20 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 5=112/0.8.0, 2-84/Mechanital, 3=28/Mechanical
Max Horz 5=32(LC 12)
Max Uplift 2=34(LC 12), 3=9(LC 12)
Max Grav SuI12(LC 1), 2=84(LC 1), 3=56(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
NOTES-
1) Wind ASCE 7-10, Vuh=140mph (3-second gust) Vesd=108mph; TCDL-4.2psf, BCDL=3.0psf, h=15111; B-45ft, L-24111, eave=oft, Cat.
II; Exp B; Env., 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 load nonconwrrent with any other live loads.
3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide
will rut between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) 2, 3.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op,any electronic _ pies.
oagHirgrVelez:Pj NbW8182.
MTe S11,`Ipc^Fr;Cert88 _
6904'P'ika'EaitBk_d Ta 'FL"•3 610.
January 24,2018
AWARNING- VeAly, design pnmerers and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE NJ6747$ rev. 14011741015 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 building designer must verify, the applicability of design parameters and property mcorporete this design into the overall
budding design. Bracing indicated is to prevent buckling of individual truss web andfor word members only. Additional temporary and permanent bracing ..T
Is always required for stability and 10 prevent Coliapss with possible personal injury and popery damage. For general guidance regarding the 11
fabrication, storage• delivery. erection and bracing of trusses and truss systems, sea ANSVrPn pwllry, Criteria. DSB-49 and BCSI Building Component egos Parke East Blvd
Safety Information available from Trust Plate Institute. 210 N Lee Street. Suite 312. AlexaiWne. VA 22314. Tamps. FL 36610
Job Truss Truss Type Oty Ply
IParkSqHm/
Cypress-A3449
T13038337
P3449A CJS JACK 13 1
Job Reference (optional)
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 Mirek Industries, Inc. Wed Jan 24 08:25:42 2018 Page 1
ID.3Zzgt9Rd82DXJ97eic5opyRrR?•mcpBPEvDIHW(OHshAxBPC003IDx7G7rrhWvbwhzsCBN
1-0.0 5.).0
1-0-0 5.0-0
Scale a 1:14.9
2x4 =
5-0-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Verl(LL) 0.04 4-7 >999 240 MT20 241/190
TCDL 10.0 Lumber DOL 1.25 BC 0.25 Verl(CT) -0.06 4-7 >987 180
BCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(CT) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matnx-MP Weight: 17 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 5-0-0 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/sae) 3=127/Mechanical, 2=264/0-3.8, 4=64IMechanical
Max Horz 2=90(LC 12)
Max Uplift 3=58(LC 12), 2=-79(LC 12)
Max Grav 3=127(LC 1). 2=264(LC 1), 4-90(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=30psf; h=25ft, B=45ft; L=24ft, eave-4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0.0 to 2-0-0, Intenor(1) 2-0-0 to 4-11-4 zone,C-C for
members and forces 8 MWFRS for reactions shown, Lumber DOL-1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psi bottom chord live load nonwneurrent 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 rid between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
o0,4ny electronic copies.
ir4Vele;'P6Nt1g8182
MrTefl fSltt IragL Cert Bg34 ..a,._
6901'P'rlii:Eeli'LBkd Tit 'FL"•33610
January 24,2018
0 wARNINo • vadry daargn parental. and READ ROTES ON Theis AND NcLuoEo WMK REFERENCE PAGE aor.7473 niev. /693R015 BEFORE USE.
Design valid for use only with MTeltm connector; This design is based only upon parameters shown, and is for an indrvrdusl budding component, not
a truss system. Before use. the building designer must verily the applicability of design parameters end prop" incorporate mis design into the overall
µ budding design. Bracing indicated is to prevent bucAbng of individual truss web and/or chord members orgy. Additional temporary and permanent bracing
is sways required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the •5
fabrication, storage, dain ery. erection and bracing of trusses and truss syslems, see ANSIRPII Quality Creterlie, DS849 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 215 N Lee Street. Suite 312. Al stiandrrs, VA 22314. Tampa. FL 36610
Job Truss Truss Type Oty Ply
I IParkSqHm/
Cypress-A3449
T13038338
P3449A CJ5B JACK 1 1
Job Reference (Optional)
Mid -Florida Lumber, Banow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 24 08 25.43 2018 Page 1
ID:3Zzgt9Rd82DXJg7el c5o)iyRrR7-EoNWdawrWbeBmRRtkrjelexONdGr?avcvAe9T7zsC8M
5-0-0
5.0.0
2x4 =
5-0-0
5-00 !
Scale = 1,14.9
LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) I/den Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.04 3-6 999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.28 Veri(CT) 0.07 3-6 907 180
BCLL 0.0 ' Rep Stress Inu YES WB 0 00 Horz(CT) 0.00 1 n/a n/a
BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 16 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2
BOT CHORD 20 SP No.2
REACTIONS. (lb/size) 1=197/Merhaniral, 2=130/Mechanical, 3=68/Mechanical
Max Horz 1=69(LC 12)
Max Uplift 1-32(LC 12), 2=-01(LC 12), 3=1(1-C 12)
Max Grav 1=197(LC 1), 2=130(LC 1), 3=91(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purllns.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oe 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=4h. Cat.
II; Exp B. End., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0.0-0 to 3-0.0, Intenor(1) 3-0.0 to 4-11-4 zone,C-C for
members and forces 6 MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op,any electronic qgpies. I.) AIV I-::PENd..@8182
17ef{ 11SA,1 c FL in !1114
6901'P@-iti:Ee LBhd.Sefn FL••3361
January 24,2018
O WARNING • Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WF7473 rev. 100=015 BEFORE USE.
Design valid for use only with MiTek b 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 verity the applicability of design parameters and property incorporate this design nno the overall MR
building design Bracing indicated is to prevent budding of individual truss Web and/or chord members only. Additional temporary and permanent bracing jt
Is always required for sisbday and to prevent collapse With possible personal mlury and property damage. For general guidance regarding the al
fibnrethon, atorege, delivery, erection and bracing of Inrsses and truss systems, we ANSVrPl1 Quality Criteria, DSB2e and BCSI Building Component 69W Parke East am.
Safety Information available from Truss piste Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314 Tampa. FL 38610
Job Truss Truss Type oty Ply
JACK 1P8rkSqHnVCypress-
A3449
T13038339
P3449A CJA 2 1
Job Reference o tonal
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Wed Jan 24 08:25:43 2018 Page 1
ID:3Zzgt9Rd82DXJg7e1 c5ojiyRrR7-EoN WdawrWbeBmRRtkfjeletdRdK07avcvAe9T7zsC8M
1-0-0
Scale - 16 5
20 =
LOADING (psf) SPACING- 24)-0 CSI. DEFL. In loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Verl(LL) -0.00 4 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.01 Verl(CT) -0.00 4 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) 0.00 3 n/e n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 3 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1.0.0 oc purlins.
BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 2=21/Mechanical, 3=18/Mechanical, 1-40/0.2-7
Max Horz 1=14(LC 12)
Max Uplift 2=8(LC 12). 3=4(LC 12), 1--6(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vu11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.0psf; h=25ft; B=4511; L=24ft; eave=oft; Cat.
II; Exp B; Env., GCpi=0.18, MWFRS (directional) and C-C Extenor(2) zone,C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 DO 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 at joint(s) 1.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3, 1.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
o,0,any electronic copies.
7oa• 1igVelet'PENdit1182
M7prl iiSN*I i,L:. riA cs6:
891M'Pirrka`.EebtBkd TtiFL•3361g.
January 24,2018
0 WARNING- Verfry dasign Paremerers and READ NOTES ON THIS AND INCLUDED e/ITEK REFERENCE PAGE W?473 rev. 100MIS BEFORE USE.
Design valid for use only With MTeksi connectors This design is based only upon parameters shown. and is for an individual budding component, nor
a truss system. Before use, the building designer must verify the eppbbabllity of design parameters and property incorporate this design into the overall
buddutg design. Bracing indicated is to provers trucking of individual truss web and/or chord members only. Additional temporary and pemranerit bracing :iT--
is aWays required for stability and to prevent collapse with pos ibk personal injury and prWrly damage. For general guidance regarding the 4l
fabrication, storage. delivery, erection and bracing of trusses and truss systems. we ANSIRPf1 Quality Criteria, DS"a and BCSI Building Component 6004 Parke East Blvd.
Safety Information evaltable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Natrandna. VA 22314. Tamps, FL 36610
Job Truss Truss Type Qty Ply Park Sq HnVCypress-A 3449
T13038340
P3449A D1 SPECIAL 1 43 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Wed Jan 24 08:25:45 2018 Page 1
ID:3Zzgt9Rd82DXJg7e 1 e5opyRrR7-SAUG2Gy52Cw7kbGs416g3ORvRo3TIbvNU7FX7zsCBK
412 a71 4 3-1.12 37-12 2-7.7 2-2.13 2-t-2 37-12 3 7.12 4-t t
5.00 12
4x8=
4xe = 20 II 20 II 4X6 = 011 =
Scale - 1:51.2
23 22 21 -- 20 19 18 17 -- 16 15 14
20 II 04 = Bx10 MT20HS = Sx5 II 34 = 3x4 = 5x5 II 1100 MT20HS = 4x4 = 2x4 II
LOADING (psi)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0.0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Inv NO
Code FBC2017/rP12014
CSI.
TC 0.84
BC 0.93
WB 0.76
Matrix -MS
DEFL. in (loc) I/den Ud
Vert(LL) -0.65 18-19 >526 240
Vert(CT) -1.32 18-19 >259 180
HOIz(CT) 0.08 14 n/a n/a
PLATES
MT20
MT20HS
Weight: 603 lb
GRIP
2441190
187/143
FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins,
6-9: 2x4 SP DSS except end verticals.
BOT CHORD 2x6 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10." oc bracing.
16.21: 2x6 SP DSS
WEBS 2x4 SP No.3 *Except'
5-20,10-17,6-21,9-16. 2x4 SP No.2
REACTIONS. (lb/size) 23=2834/0.7-4, 14=275910-7-4
Max Horz 23=486(LC 8)
Max Uplift 23=763(1.0 8), 14=781(LC 8)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=3907/1061, 3-4=5409/1428, 4-5=389/47, 6-20--822259, 6.7-24615/6454,
7-8 =24615/6454. 8-9-25074/6499, 9-17-1001/303, 10-11=390/183, 11-12=5415/1554,
12-13=3914/1143, 2-23=2737/762, 13-14=2662/778
BOT CHORD 22-23=502/419, 21-22=1360/3498, 2D-21=578921061, 19-20=-617122483,
18-19 =665925074, 17-18=597322441, 16-17=563121043, 15-16=1005/3510
WEBS 3-22=1048/275, 3-21=67212911, 12-16=7472907, 12-15-1058/309, 2-22-914/3532,
13-15=1018/3563, 4-21 =1031/3880, 11-16=1020/3891, 6-21=16488/4199,
4-6=6435/1795, 9.16=16464/4354, 9-11=6441/1759, 7-19=-688/73, 8-18= 659/68,
6-19=-484/2332, 8-19=514/83, 9-18-7462875
NOTES-
1) 3-ply suss to be connected together with 10d (0.131'k3') nails as follows:
Top chords connected as follows: 20 - 1 row at D-4-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows' 20 - 1 row at 0.941 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vesd=108mph; TCDL=4.2psF BCDL=3.Opsf, h=15ft, B=45ft; L=29ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional), end vertical left exposed; Lumber DOL=1.60 plate grip DOL-1.60
5) Provide adequate drainage to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconwrrent with any other live loads.
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2 0 wide
will fit between the bottom chord and any other members.
9) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb)
23=763, 14=781.
10) Girder carries tie-in span(s): 8-0-0 from 11-2-12 to 17-7-12
Continued on page 2
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
oprany elpetronic copies.
FNVelex,PBNo61182 !Joaq .
1IiTe4 USAF Ipc'iF1' Cent 66J4 A .,_
69Q4'P rlii Eek'Blvd. Te FL'•73670,.
SD,ets '1
January 24,2018
WARNING . Vedy Oaslgn ineramafvs and READ NOTES ON THIS AND INCLUDED UTTEK REFERENCE PAGE 11011147473 rain. 140113RdIS BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual budding component, notMRatrusssyslenn. Belore use, the building designer must very the applKabdky, of design paameers and properly incorporate this design into the overact
NOWDuedmgdesign. Bracing indicated is to pavers buciding of individual truss web andror chord members only. Additional temporary and pemunrmt bracing L>IAQis'!ways required for stability and to prevent collapse wnh possible personal injury and property damage. For general guidance regarding the L1 O
Inbnuton. storage, delivery, erection and bracing of trusses and truss systems, NO ANS MI Quality Criteria, DSO-49 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Sun* 312. Alexandria, VA 22314. Tamps, FL 36610
Job Truss Truss Type City Ply Park Sq HnVCypress-A 3449
T13038340
P3449A 01 SPECIAL 1
3 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 81305130s Sep 15 2017 Mi rek Industries, Inc. Wed Jan 24 08:25.45 2018 Page 2
ID.3Zzgt9Rd82DXJg7e 1 c5ojiyRrR?-BAUG2Gy52Cw?kbGs416g30RvRo3Tl bvNU7FX?zsC8K
NOTES-
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 186lb down and 200 Ib up at 4-11-4, 70 Ib down and 82 lb up at
7-0.0. 70 Ib down and 82 Ib up at 9-0-0. 70 lb down and 82 Ib up at 11-1-0, 70 Ib down and 82 Ib up at 17-9-8. 70 Ib down and 62 Ib up at 19-10-8. and 70 Ib down and
82 Ib up at 21-10-8, and 186 lb down and 200 lb up at 23-11-4 on top chord, and 100 Ib down and 93 lb up at 4-11-4, 51 lb down and 20 Ib up at 7.0-0, 51 Ib down and
20 Ib up at 9-0-0, 51 Ib down and 20 Ib up at 11-0-0, 160 Ib down and 101 Ib up at 13-0-0. 160 Ib down and 101 Ib up at 14-5-4. 160 Ib down and 101 Ib up at 15-1",
51 Ib down and 20 lb up at 17-10-8, 51 Ib down and 20 Ib up at 19-10.8, and 51 Ib down and 20 Ib up at 21-10-8. and 100 Ib down and 93 Ib up at 23-10-8 on bottom
chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead i Roof Live (balanced). Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plp
Vert: 1-2=60, 2-3=60, 3-5=-W, 6-9-307, 10-12=60, 12-13=-60, 14-23=-20
Concentrated Loads (lb)
Vert 3 =139(F) 5=70(F) 20-34(F) 17-34(F) 12=139(F) 22=100(F) 15=10D(F) 9=70(F) 25=70(F) 26 =70(F) 28=70(F) 30=70(F) 31=34(F) 32-34(F)
33=160(F) 34=160(F) 35=160(F) 36 =34(F) 37=34(F)
O WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PACE W1.7473 rev. 1003,7015 BEFORE USE.
Design valid for use only with Mrek® connectors. This design is based only upon perametem shown, and is for an individual buildup component, not
a Wss system Before use, the building designer must verify the applicability of design parameters and property mcorporate this design Imo the overall
Dubduig design Bracing indicted is to prevent buatding of individual truss web andlor word members only. Additional temporary and permanent bracing ..+T"
is always required for stability and to prevent collapse with possible personal miury and property damage For general guidance regarding the W-
fabnrJtion, storage. delivery, creation and bracing of trusses and truss systems. see ANSIrP11 Quality Criteria. DSB-1119 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Sidle 312, Alexandria, VA 22314. Tampa. FL 36610
b Truss Truss Type Oty Ply
rP3 IParkSqHn-
dCyprewA3449
T13038341
449A E1 ROOFTRUSS 4 1
Job Reference (oplionall
Mid -Florida Lumber, Bartow, FL.
I gf
8.130 s Sep 15 2017 MTek Industries. Inc. Wed Jan 24 08:25:46 2018
5.3-4 12-11.0 3.2.12
12 11 - _ 9
3x4 t 5x4 11 4x8 = 3x4 1.50 11
S9 8 1671-0 1 16-2-4 ( 2 4
S9 8 Sty 5.3-4 B 1-72
4x6 =
13
8
54 MT20HS II
Scab = 1.54.7
LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) Ildefl Ud PLATES GRIP
TCLL 20.0 Plate Gnp DOL 1.25 TC 0.99 Veri(LL) 0.33 9.11 804 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(CT) 0.69 9.11 384 180 MT20HS 187/143
BCLL 0.0 Rep Stress Inca YES WB 0.94 Horz(CT) 0.03 8 n/a n/a
BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Attic 0,33 8-9 430 360 Weight: 159 lb FT - 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 20 SP No.2
WEBS 2x4 SP No.3'Except' BOT CHORD
7-8, 2x6 SP No.2, 5-9,13-15, 2x4 SP No.2 JOINTS
REACTIONS. (lb/size) 8=985/Mechanical, 2-961/0-8-0
Max Horz 2=274(LC 12)
Max Uplift 8=139(LC 12), 2=120(LC 12)
Max Grav, 8=1171(LC 18). 2=961(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1819/140, 34=1313/86, 4-5=4101/1170, 5-6=691/158, 6-7=156/365,
8-13=-834/312
BOT CHORD 2-12=670/1646, 11-12=67011646, 9-11-157/279. 8-9-146252
WEBS 9-15=0296, 5-15=6272177, 14-15=1438/3795, 1314=363/480, 6.14=228f758,
514=3509/1114, 6.13=1199/412, 4-11=710/329, 3-11-533/181, 11-15=-544/1426,
4-15 =10092633
Structural wood sheathing directly applied or 2-1-2 oc purlins,
except end verticals.
Rigid ceiling directly applied or 2-2-0 oc bracing.
1 Brace at A(s), 14
NOTES-
1) Wind: ASCE 7-10: Vu8=140mph (3-second gust) Vasd=108mph; TCDL-4 2psf; BCDL-3.Opsf; h=15f1, B=45111: L=24f1; eave=4R; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlenor(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 22-1-4 zone;C-C for
members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL-1.60
2) All plates are MT20 plates unless otherwise indicated.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will rd between the bottom chord and any other members.
5) Bottom chord live load (30.0 pst) and additional bottom chord dead bad (10.0 psf) applied only to room. 6-9
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b)
8=139. 2-120.
8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op,any elpctrgnic copies.
Jo+q ir4Velet'PBN`*8182
M7efl {iSFy IricFlyeR b.,,e s.-
6900'P.rk'i EbitBlvd. Tefo OFG73fi10.
January 24,2018
0 WARMNG . verily, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE s1167173 rev, 109MIS BEFORE USE.
Design vabd for use only with Mrrek® connectors. This design is based ony upon parameters ahoenr, 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 into the overall
building design. Bracing indicated is to prevent budding of milmdual truss web and/or word members only. Additional temporary and permanem bracing M.Y1 T"
is sways required required for stability and to prevent collapseivah possible personal injury and prapeny damage. For general guidance regarding the I]5[/ll
fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSIRPIt Owlity, Criteria, DSB-ae and BCSI Building Component 6904 Parke East Blvd.
Safety information milable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Abiiandna, VA 22314. Tamps, FL 36610
Job Truss Truss Type Oy Ply Park Sq Hm/Cypress-A 3449
I T73038342
P3449A E2 MONO HIP 1 1
Job Reference (Optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Jan 24 08;25 47 2018 Page 1
ID 3Zzgt9Rd82DXJg7elc5ojiyRrR7-7Zc1TxzLep9dE2kezVnavu6gYEWSx9MCgnrMcuzsC81
1 JOU0 7-9-3 7.1.6 7.1.6
Scale - 1:52.7
9 7 6
3x4 = 1.50 II 30 = 3x4 = 30 =
LOADING (psr)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2.0.0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Ina YES
Code FBC2017rrPI2014
CSI.
TC 0.64
BC 0.75
WB 0.93
Matnx-MS
DEFL. in
Vert(LL) -0.11
Vert(CT) -0.26
Horz(CT) 0.04
loc) Well Ud
9-12 >999 240
9.12 >999 180
6 n/a n/a
PLATES GRIP
MT20 244/190
Weight; 123 Ill FT - 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc purllns•
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-11-15 oc bracing.
WEBS 1 Row at midpt 5.6. 4.6
REACTIONS. (lb/sae) 6=886/Mechanicel, 2=949/0-8-0
Max Horz 2-275(LC 12)
Max UpIM 6=202(LC 12). 2=130(LC 12)
Max Grav 6-904(LC 17), 2=949(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1679/266, 34=900/114
BOT CHORD 2-9=507/1484, 7-9=508/1479, 6-7=265/778
WEBS 3-9=0/313, 3-7=798/274, 4-7=63/563.4-6=1008/341
NOTES-
1) Wind: ASCE 7-10; Vint-140mph (3-second gust) Vesd=108mph; TCDL=4.2psF BCDL-3.Opsf; h=15ft; B=45ft; L=2411; eave=oft, Cat.
II; Exp B; Encl. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0.0 to 240.0, Interior(1) 240-0 to 22-2-4 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 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 ril between the bottom chord and any other members. with BCDL is 10.0psf.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ill uplift at joint(s) except 01=lb)
6=202, 2-130.
This Item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
oo any electronic pies.
t1oi: 'i1 IVele;'PENo 61d2'
M7rk JUS,
i`
Ipey:Fl ert 6634:..,, ._
6904'P rk:EakBMd.Ttifil 'FL''•736.i0
January 24,2018
O WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 180MIS BEFORE USE.
Design valid for use only with Wake, wnnegors. This design is based only upon parameters shown, and is for an Individual budding component, not
truss "am. Before use, the building designer must verity 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 IµA.T'"
isalwaysaaye required for stability and to prevent pse with possible personal injury and property damage. For general guidance regarding Ili! K![IH.
Intimation, storage. delivery, erechon and bracing of trusses and truss systems, see AN61RP11 Quality Criteria, DSB29 and SCSI Building Component 6904 Parke Eau Blvd.
Safely information available from Truss Plats Imagine. 218 N. Lee Seeer. Suits 312. Alexandria. VA 22314. Tampa. FL 36610
b Truss Truss Type Dry Ply Park Sq HnVCypress-A 3449
T73038343
449ArP3 E3 MONO HIP 1 1
Job Reference (optional)
Mid-Flonda Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Wed Jan 24 08:25:47 2018 Page 1
I D:3Zzgt9Rd82DXJg7e 1 c5oliyRrR7-7Zcl Txaap9dE2kezVnavu6rl1E WgxGRCgncMcuzsC81
It-07-2-4 i 13 7-2 20 O-0 i 22.1 i 7.
2.4 6!-14 6-14 2-0 1
4x4 =
30 = Scale a 1:49 3 5
6 a
7 30 =
3x4 =
30 = 3.10 = 7.5x4 LOADING (
pst) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.23 8-10 >999 240 MT20 2441190 TCDL
10.0 Lumber DOL 1.25 BC 0.76 Verl(CT) -0.43 10-13 >616 180 BCLL
0.0 ' Rep Stress Incr YES WB 0.48 Horz(CT) 0.03 7 n/a n/a BCDL
10.0 Code FBC2017/TP12014 Matrix -MS Weight: 135 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 20 SP No.2 TOP CHORD Structural wood sheathing direly applied or 3-7-0 oc puffins, BOT
CHORD 20 SP No 2 Except' except end verticals. 2-
9: 20 SP NoA BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS
2x4 SP No.3 WEBS 1 Row at midpt 6-7, 4-0, 5.8 REACTIONS. (
Ib/size) 7=886/Mechanical, 2-949/0-8-0 Max
Hors 2=250(LC 12) Max
Uplift 7=192(LC 12), 2=140(LC 12) Max
Grov 7=892(LC 17), 2=949(LC 1) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 2-3=1650/324, 3-4=1349/256, 4-5=320/'J8, 6-7=-964/344 BOT
CHORD 2-10=554/1504, 8-10=340/871 WEBS
3- 1 0=-444/225, 4- 1 0-1 17/674, 4-8=845/337, 6-0=3441969 NOTES-
1)
Unbalanced roof live loads have been considered for this design. 2)
Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vesd=108mph; TCDL-4.2psf; BCDL=3.OpsF, h=15ft; B 45ft; L=24ft, eave=411, 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 20.0.0, Exterior(2) 20-0.0 to 22-
2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3)
Provide adequate drainage to prevent water ponding. 4)
This truss has been designed for a 10.0 psi 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 wide will
I'd between the bottom chord and any other members, with BCDL = 10.0psf. 6)
Refer to girder(s) for truss to truss connections. 7)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=
192, 2=140. This
item has been electronically
signed and sealed
by Velez, Joaquin, PE using
a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified otl,
any electronic copies. IgYrlei:
PENo;Bl182 V170
1JS14'IfF Cert.69 _ 6904'
P3-flti`Ee tBk41 Telh 'FL•33810. January
24,2018 0
WARNING - Vertly da0gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE aeF7473 rev. fa0D3/ld15 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 bulldog designer must verily the applicability of design parameters and property incorporate this design into the overall is bulldog
design. Bracing indimed is to prevent budding of indmdual truss web endow lord members only. Additional temporary and permanent bracing 11iAitr Is
always required for stability and to prevent Collapse with possible personal injury and property damage For general guidance regarding the 1Lt 65 4s. fabiicaton,
storage, delivery, erection and bracing of trusses and truss systems, see ANSUIWI Quality Criteria, DSB-49 and BCSI Building Component 6904 Parke East BW, Safety
Information available from Truss Plate Inslitu e, 218 N Lee Street, Suite 312. Alexandria. VA 22314. Tamps, FL 36610
Job Truss Truss Type Oty Ply Park Sg HnVCypress-A 3449
T13038344
P3449A E4 SPECIAL 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Jan 24 08:25:48 2018 Page 1
ID:3Zzgt9Rd82DXJg7elc5ojiyRrR?4)LAPgH_L7HUsCJrXCIpShel WeghgdGM3RMvf8KzsCOH
1 0-0 6S3 5 N 5-96 4-38
30 =
40 =
30 =
e 7
3x4 =
3x4 = 3x4 =
3.9 = 8x8 =
LOADING (psf) SPACING- 24)-0
TCLL 20.0 Plate Grip DOL 1.25
TCDL 10.0 Lumber DOL 1.25
BCLL 0.0 ' Rep Stress Ina YES
BCDL 10.0 Code FBC2017n-PI2014
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 20 SP No 2
WEBS 2x4 SP No.3
OTHERS 2x4 SP No.3
REACTIONS, (lb/size) 2=953/0.8-0, 7=86210-3-0
Max Horz 2=227(LC 12)
Max Uplift 2=149(LC 12), 7=181(LC 12)
Scale a 1:50.5
CSI. DEFL. in (loc) VdeB Ud PLATES GRIP
TC 0.56 Vert(LL) -0.14 10-14 >999 240 MT20 244/190
BC 087 Vert(CT) -0.33 10.14 >813 180
WB 089 Horz(CT) 0.04 7 n/a n/a
Matrix -MS Weight: 131 lb FT - 20%
BRACING.
TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc puriins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 744 oc bracing.
WEBS 1 Row at midpt 6-7
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3-1718/378, 3-4=1430/314, 4-5=529/126, 5-6=417/157, 6 7-868/349
BOT CHORD 2-10=57411552, 8-10=381/987
WEBS 3- 1 0=401/203, 4-10=100/582, 4-8=749/292, 6-8=3191854
NOTES -
I) 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-4511t; L=24ft; eave=oft; Cat.
It Exp B; Encl.. GCpi=0.16; MWFRS (directional) and C-C Exterior(2) -1. )-0 to 2A0, Interior(1) 24).0 to 18-0.0, Extenor(2) 184-0 to
2140-0 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 20.0psf on the bottom Chord in all areas where a rectangle 3-" tall by 2-0-0 wide
will rib 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 @=1b)
2=149, 7=181.
0 WARNING - Verfly design perimeters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WI.7473 rsv. IM"015 BEFORE USE.
Design valid for use only with Wek® connector$. 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 verily the applicability of design parameters and Property incorporate this design into the overall
buildup design. Brecing indicated is to prevent buckling of indrAdual true web and/or chord members only. Additional temperer/ and Permanent orating
is always required for stability and 10 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 ANSIRPI1 Quality Criteria, DS849 and SCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
o0,any electronic espies.
Jo''q}liiRVelez:Pa.W48182
ii6ilPi'rlii-6s BWTTefn 'FG33iIR
Dafarr. T
January 24,2018
MR
Fa
6904 Parke East Bled.
Tempe. FL 30610
Job Truss Truss Type Oty Ply Park Sq Hm/Cypress-A 3449
I T73038345
P3M19A ES SPECIAL 1 1
Job Reference (optional)
Mid-Flonda Lumber, Barlow. FL. 8.130 s Sep 15 2017 MTek Industries, Inc Wed Jan 24 08:25.49 2018 Page 1
ID:32zgt9Rd82DXJg7eir5ojiyRrR?-3ykntd?c5RPLUMul5vp2 VBei2BKPAVV155TgnzsC8G
7-0-0 8.374 7-0-2 6.3-8 61518
Scale - 1:46.5
30 =
4x6
3x4 =
GG 12 4 16 5
IF __ r 6
3,4
7.5x4 II 3x4 axe = 6X5
LOADING (psi)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0.0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017rrPI2014
CS1.
TC 0.79
BC 0.76
WB 0.51
Matnx-MS
DEFL. in
Verl(LL) -0.13
Verl(CT) -0.31
Horz(CT) 0.04
loc) Vdefl Ud
9-13 >999 240
9.13 >873 180
6 n/a n/a
PLATES GRIP
MT20 2"/190
Weight: 121 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins,
BOT CHORD 20 SP No.2 except end verticals.
WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-9.1 oc bracing.
OTHERS 2x4 SP No.3 WEBS 1 Row at midpi 5-6. 3-7
REACTIONS. (lb/size) 2-953/0.8.0, 6=882/0-3-0
Max Harz 2=203(LC 12)
Max Uplift 2=156(LC 12), 6-174(LC 12)
Max Grav 2-953(LC 1), 6=885(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1649/389, 3.4-773/199, 4-5-6181233, 5-6=431/349
BOT CHORD 2-9 =540/1471, 7-9=541/1466
WEBS 3-9=0/352, 3-7=930/334, 5-7-332/880
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; 8=451t; L=24ft; eave=oft; Cal.
11; Exp B, End., GCpi=0.18, MWFRS (directional) and C-C Exlerior(2) -1-0-0 to 2.0-0. Interior(1) 2-0.0 to 16-0 , Extenor(2) 16.0-0 to
19-0.0 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, 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 (n=lb) This item has been
2.156, 6=174, electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op,any electronic copies.
17t11i' wri., elez'PENa. Si82'
N." : ...
IIiTe 15A;'tlieFL Cert6634A..ag..3_
69W'Pi ilii`EeitBlTd Tit ,FL'•736161
iDati;r -y
January 24,2018
0 WARNING • Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M PYOT7 rev. 1a0e7R01S BEFORE USE.
Design valid for use only with MTek® conneclors. 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 end the overall OF
budding design. Bracing indicated is to prevem bucdrng of individual truss web andror chord members oray. Adddicnal temporary and permanent bracing Iµi1wT'
rs always required for nobility and to prevent collapse with possible personal mlury and property damage. For general guidance regarding the r75s!!l
fabrication, storage, delivery. erection and bracing of trusses and truss systems, no ANSVTPI7 Oualhy Criteria, DSB29 and BCSI Building Component 6904 Parke Fast Blvd
Safety Information available from Truss Plate Institute. 216 N Lee Street. Suse 312. Alexandria. VA 22314. Tampa, FL 36610
Job Truss Truss Type city Py, Park Sq Hm/Cypress-A 3449
T13038346
P3449A E6 SPECIAL 1 1
Job Reference (optional)
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Jan 24 08:25.50 2018 Page 1
ID:3Zzgt9Rd82DXJg7e 1 c5ojiyRrR7-X8195zOEskXC6W TDedLHX6kMZSZE BXHe WIrODDzsC8F
1-0-0 7.3-14 6-8-2 4-3-8 4.0.0 0.
Ix1 =
4 17
30 =
30 = 1.5x1 II
1B 5 19 6
ill
v o 7
30 i tx4 II 30 = 3x8 = 4x8 =
Scale = 1:42.6
Id
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-00
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Inv YES
Code FBC2017lrP12014
cSl.
TC 0.59
BC 068
WB 0 86
Malnx-MS
DEFL. in
Verl(LL) -0.14
Vert(CT) -0.27
Horz(CT) 0.04
loc) Well Ud
7-8 >999 240
7-8 >996 180
7 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 123 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purling,
BOT CHORD 20 SP No.2 except end verticals.
WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-7-12 oc bracing.
OTHERS 20 SP No.3
REACTIONS. (lb/size) 7-882/0.3-0, 2=953/0-8-0
Max Horz 2=180(LC 12)
Max Uplift 7-167(LC 12), 2=163(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1717/447, 3-4-968/275, 4-5=8111299
BOT CHORD 2-10=574/1542. 8-10=57411542, 7.8=195/498
WEBS 3-10=0284, 3-8=-803/300, 5-8=179/550, 5-7=857/346
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind, ASCE 7-10; VUN=140mph (3-second gust) Vesd-108mph; TCDL=4.2psf; BCDL=3.Opsf; hulSk B=45tt, L-241; eave=aft; Cat.
II; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0to 2-00. Interior(1) 2-0.0 to 144)-0, Exterior(2) 14-0.0 to 17-
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 psi bottom chord live load nonconcurrent with any other live loads. 5) '
This truss has been designed for a live load of 20.0psl 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 Ili uplift at joint(s) except (jt=lb) 7=
167, 2=163. This item has been electronically
signed and sealed
by Velez, Joaquin, PE using
a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified op,
any eloctronic copies. iJoa44
l!ir4rVelei.P SA -
10 eE..P12MiTefl,]it
6631 69 04'
P'rlii`GaiLBAd.Ta FL•33610. pair-------- January
24,
2018 O WARNING •
Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WF7473 rev fOWMIS BEFORE USE. Design valid
for use only with MTekm eonne%tbis. This design is based only upon parameters shown. and is for an individual bulldog 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 budding design.
Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11t91wT rs always
required for stabibry and to prevent collapse with possible personal m/uy and pmpeny damage For general guidance regarding the a Vr. fabrication• storage,
delivery. erection and bracing of trusses and truss systems. see ANSVTPII Duality criteria, DSB-e! and SCSI Building Component 690e Puke East Blvd. Safely Information
available from Truss Plate Inslnvie. 218 N. Lee Street. Suite 3t2, Alexandria. VA 22314 Tamps. FL 36610
Job Truss Truss Type Py
10ty jParkSqHm1CypresS-
A3449
T13038347
P3449A E7 SPECIAL 1 1
Job Reference (oplionall
Mid -Florida Lumber, Barlow, FL. 8 130 s Sep 15 2017 MiTek Industries. Inc. Wed Jan 24 08:25:51 2018 Page 1
ID.3Zzgt9Rd82DXJg7el c5olryRrR7-7KsYIJOsd2f3j12OCKsW3KGW4swOt3iolPaalfzsC8E
1.0.0 6-3-14 5-&2 5.1.12 5.1-12
30 =
Scale - 1:39.1
30 =
40 =
30 = 30 =
4 17 1819 5 20 6
5x9 = 30 = 6x6 =
Id
Sw.14 i 12-" 17.1.12 I 22-7-0 Ii
6 3 14 5$2 5.1-12 5-54
Plate Offsets (X.Y)- 19:0-2-12.0.3-01
LOADING (paf) SPACING- 2-0.0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.07 10-14 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.14 ID-14 >999 160
BCLL 0.0 Rep Stress Ina YES WS 0.52 Horz(CT) 0.04 7 n/a n/a
BCDL 10.0 Code FBC2017rTPI2014 Matrix -MS Weight. 125 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 4-0-7 oc puffins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-6-10 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2=953/0-8-0, 7=882/0-3-0
Max Horz 2=157(LC 12)
Max Uplift 2-168(LC 12), 7=161(LC 12)
FORCES. (Ill) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1782/498, 3-4-1157/359, 4-5=9991373, 5-0=7381264, 6-7=-838/332
BOT CHORD 2-10=-MI1607, 9.10=600/1607, &9=264r738
WEBS 3-10=0/256, 3-9=673/251, 5-8=5961285, 5-9=153/364, &8=356/999
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vesd=108mph; TCDL-4 2psf; BCDL-3.0psf, h=15ft, B=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1." to 2-0-0. Interior(1) 24)-0 to 124.0, Exterior(2) 12-0-0 to
15-0-0 zone,C-C for members and forces d MWFRS for reactions shown; 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 psi 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 rd 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=168, 7=161. This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op,any electronic copies.
15oaqqN) Veil'-PENo:.61d2
r17e6,59;'Irae C ClR86 _
691M'1?riii'EeitBlvd Se F4736100..
iDate;--
January 24,2018
O WARNING - Verily daslgn paramerera and READ NOTES ON TM AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1MMIS BEFORE USE.
Design vabd for use only with MiTekA conneciors. This design is based only upon parameters shown, and is for an individual budding component, not
truss system. Before use, the budding designer must verify the applicability of design parameters and property incorporate this design into Us overallbuHEildingdesign. Bracing indicated is to prevent budding of individual truss web andror chord members only. Addnional temporary and permanent braung
rs slways required for stability and to prevent collapse with possible personal injury end property damage For general guidance regarding the 0.011
fabrication, storage. delivery, erection and braong of trusses and truss systems. see ANSVM1 Quality Criteria, DSB29 and SCSI Building Component 6904 Perks Fast Blvd.
Safety Information available from Truss Plate InatAute. 219 N Lee Street. Suds 312. Alexandria, VA 22314. Tampa, FL 36610
b Truss Truss Type Oty Ply Sq Hm/Cypress-A 3449
rP3 T13038348Poob*Reference449AE8SPECIAL11
Gotionall
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 Mi rek Industries. Inc. Wed Jan 24 08:25:51 2018 Page 1
ID:3ZzgMRd82DXJg7e t c5ojiyRrR7-7KsYIJDsd2f3jf2OCKsW3KGXDsxYt5XolPaalhsCBE
1-0-0 5-9.14 S2.2 5-9-9 54-0
Scale a 1.39.1
4X9 =
30 =
30 =
4
12
la
30 = 10 II 3x4 =
30 =
300 = 6x6 =
5.9.14 5.2.2 5 9-0 5.9$
Plate Offsets (X,Y) - 4.0-5-4,0-2-01
LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 060 Vert(LL) 0.06 11-15 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) 0.13 11-15 >999 180
BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(CT) 0.04 7 n/a n/a
BCDL 100 Code FBC2017/TPI2014 Matrix -MS Weight: 122 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-15 oc purtins,
BOT CHORD 2x4 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-6-2 oc bracing.
OTHERS 2x4 SP No.3
REACTIONS. (lb/size) 2-953/0-8-0, 7=882/0-3-0
Max Horz 2=145(LC 12) •
Max Uplift 2-171(LC 12), 7-159(LC 12)
FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1810/523, 3.4=1244/394, 4-5=850/300, 5-6=850/300, 6-7=-834/329
BOT CHORD 2-11=412/1635, 10-11=612/1635, 8-10= 405/1098
WEBS 3-10=-605/229, 4-10=-64/403, 4.8=317/136, 541-387/201, 6-8-376/1070
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL-3.Opsf; h=15ft; B=451t; L-241t; cave-411; Cat.
II; Exp B. Encl., GCpi=0.18, MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0.0, Interior(1) 2-0.0 to 11-0.0, Exterior(2) 11-" to
14-0-0 zone;C-C for members and forces 3 MWFRS for reactions shown; 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 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 10D lb uplift at joint(s) except (jt=1b)
2=171, 7=159. This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op,eny electronic gpies.
JoagqNNirf Vele;'PENb it81d2,
ATafi OsA; ijiteiFL-Cert 66
8904'P'rti`•EeiLBIvdY:Te FL_•336]0.
January 24,2018
O WARNING - V.rfry daalgn parameters and READ NOTES ON Ties AND INCLUDED WTEK REFERENCE PAGE WF7473 rev. faOM111 BEFORE USE.
Design valid for use only with Me ek® connectors This design Is based oMy upon parameters shown. and is for an individual bulldog component, not
a truss system. Before use, thebulldog designer must verily the applicability of design parameters and property incorporate this design into the overall
building design. among Indicated is to prevent buciding of individual truss web andlo chord member only. Additional temporary and permanem bracing wT
is always required for stability and to prevent collapse with possible personal oqury and property damage. For general guidance regarding the IN.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, ace ANSVTPn Quality Criteria, DS049 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Nexandna, VA 22314. Tamps, FL 36610
Job Truss Truss Type oty Ply Park Sq Hm/Cypress-A 3449
T13038349
P3449A F 1 ROOF TRUSS 2 1
Job Reference (oollonall
Mto-rronoe LumDer, uanow, I•L.
0.1.8
NFA:0--I
4xe =
tx3 =
114 =
t
33 32
3x6 11 6x6 =
4x8 = 40 = 1x3 II 3x3 =
2 3 4 5
31 30 29 28
5x6 II 6x6 = 3x6 II
3x8 MT20HS FP =
34 =
6
d.t au 3 Sep ID cut l MI1 ex m0umnes, irtc. vveo ,ran [r uo:ca:aa zwo rage t
ID:3Zzgt9Rd82DXJg7e lc5ojiyRrR7-yjzlj7269fvmzzCoKlu91MpLMLwC5D13hpYzsC8C 34 =
1 x3 11 3x3 = 7
8 9 27
26 25 34
11 3xe II axe II 3x3 =
3x3 =
3x6 FP = 1x3 11 40 = 10
11 12 13 14 24
23 22 21 20 3x8
MT20HS FP = Sits = 3x6
II 3xe II 3x8
MT20HS FP = LOADING (
psr) SPACING- 1-4-0 CSI. DEFL, in loc) Well Ud TCLL
40.0 Plate Gnp DOL 1.00 TC 0.88 Ven(LL) 0.83 25 414 360 TCDL
10.0 Lumber DOL 1.00 BC 0.98 Vert(CT) 1.14 25 301 240 BCLL
0.0 Rep Stress Ina YES WB 0.72 Horz(CT) 0.10 17 n/a n/a BCDL
5.0 Code FBC2017lrP12014 Matrix-S LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2(flat) 'Except' TOP CHORD 1-
11: 2x4 SP No. I(flat) BOT
CHORD 2x4 SP No.2(flat) BOT CHORD WEBS
2x4 SP No.3(flat) REACTIONS. (
lb/size) 33=1047/0-8-0, 17=1047/0-3-8 FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 1-33=1034/0, 16.17=-103310, 1-2=110610, 2-3=2984/0, 3.4=-4488/0, 4-5=-4488/0, 5-
6=555510, 6-7=6192/0, 7-8--6455/0, 8-9=6455/0, 9.10=6218/0, 10.12=5572/0, 12-
13=4516/0, 13-14=4516/0, 14-15=3024/0, 15.16=1155/0 BOT
CHORD 31-32=0/2151, 30.31=013795, 28-30=0/5116, 27-28=0/5968, 26-27=0/6455, 25-26-0/6455. 24-
25-016415,22-24=0/5990,20-22=015139,19-20=013630,18-19ro/2198 WEBS
16-16=0/1504, 1-32=0/1468, 15-18=1414/0, 2-32=1419/0, 15 19=0/1121, 2-31=0/1130, 14-
19=1092/0, 3-31--1100/0, 14-20=0/912,3-30=0/919, 12-20=82610, 5-30=-834/0, 12-
22=0/587, 5-28=01596, 10.22=-567/0, 6-28=560/0, 10-24=0/360, 6-27=0/441, 9.
24=-420/27, 7-27-6701145, 9-25=2871436, 7-26=209= Scab =
1.49.2 4x6 =
4x6 15
16 417
d
19
18 17 5x6
II 6x6 = 3x8 II PLATES
GRIP MT20
2441190 MT20HS
1671143 Weight:
189 lb FT = 20%F, 1196E Structural
wood sheathing directly applied or 2-2-0 oc puffins, except
end verticals. Rigid
ceiling directly applied or 10-" oc bracing, Except: 2-
2-0 oc bracing. 26-27,25-26,24-25. NOTES-
1)
Unbalanced floor live loads have been considered for this design. 2)
All plates are MT20 plates unless otherwise indicated. 3)
Required 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 backyards. 5)
Due to span to depth ratio of this truss, the floor may exhibit objectionable vibration and/or deflection. Building designer to consider providing
means to dampen possible floor vibration. This
item has been electronically
signed and sealed
by Velez, Joaquin, PE using
a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified o0,
any el.ectropic pies. JoeIVeI ?C-14' i W.' Ai-
ZUtA,160F VCert b9p4'P rk'a'•CeiTBNd`.T6fny,Fl_3 IR January
24,2018 0
WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WF7473 rev. 1010=015 BEFORE USE. Design
valid for use only with MITekb connectors. This design is based only upon parameters Sham, and is for an individual building componem, not a
tons system. Before use. the budding designer must vent' the applicability parameters o1designparamsrsand Properly incorporate this design into s overall us budding
design Bracing Indicated Is 10 Prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is
aWays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabncerion,
storage, delivery, erection and braonp of trusses and truss "am$. See ANSVTPII Quality Criteris, DSBaf and BCSI Building Component 6904 Puke East Blvd. Safety
Information available from Truss Plate Institute. 218 N Lee Street. Suite 312, Alexandria. VA 22314. Temps, FL 36610
Truss Truss Type Ply Park Sq HmlCypress-A 3449
rP3b 10ty T13038350
449A F2 ROOF TRUSS 8 1
Job Reference (optional)
mia-rnonoa Lumoer. Vanow, rL.
0.1-8
HF1"uO 1
4xe =
tx3
1x3 =
1
33 32
3X6 116x6 =
06 = 40 = IX3 II 3x3 =
2 3 4 5
31 30 29 28
5.6 II 64 = 3x6 II
axe MT20HS FP =
o.1" s ->ep to zut r full I ex Inousutes, Inc. vveo ,Ian z4 06 Zb:oo zolb rage 1
ID:3Zzgt9Rd82DXJg7e 1 c5ojiyRrR7-E 3uxBO7 VWponl2EBEj WdxD80NUN U537gJGYZersC85
3x3 = 3x3 = 1x3 II 34 =
6 7 6 9
27 26 25
34 11 3x6 II axe II
3x3 =
3x3 = 3x6 FP= tx3 II 4x4 =
10 11 12 13 14
24 23 22 21 20
3x8 MT20HS FP = 6x6 =
axe II 3x6 II
3xB MT20HS FP =
LOADING (psi) SPACING- 1-4-0 CSI. DEFL. in hoc) Well Ud
TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Ven(LL) 0.79 25 429 360
TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(CT) 1.09 25 312 240
BCLL 0.0 Rep Stress Incr YES WB 0,71 Horz(CT) 0.10 17 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-S
LUMBER- BRACING -
TOP CHORD 20 SP No.2(Ilat) 'Except' TOP CHORD
1-11 2x4 SP WII(llat)
BOT CHORD 20 SP No.2(1131) BOT CHORD
WEBS 2x4 SP No.3(flat)
REACTIONS. (lb/size) 33=103610-8-0, 17=1036/0-3-8
FORCES. (lb) -Max. Comp./Max. Ten, -All forces 250 (lb) or less except when shown.
TOP CHORD 1-33=1023/0, 16-17=102210, 1-2-1093/0, 2-3=294610, 3 4=4425/0, 4-5=4425/0,
5-6=5466/0, 6.7=6079/0, 7.8=6319/0, 8-9=6319/0, 9-10=6103/0, 10-12=5483/0,
12-13=-4452/0, 13.14=4452/0, 14-15=2986/0, 15-16-1142/0
BOT CHORD 31-32=02126, 30-31=013745, 28-30=0I5039, 27-28-0/5868, 26-27=0/6319, 25-26=0/6319, 24-25=
0/6291, 22-24=0/5688, 20.22=0/5062, 19-20=013779, 18-19=02172 WEBS 16-
18=011 486,1-32=0/1451, 15-18=1398/0, 2-32=140210, 15-19=011104. 2-31=0/1113, 14-19-
1075/0, 3-31 108410, 14-20=01894, 3-30=0/902, 12-20=809/0, 5-30=816/0, 12-22=
01571. 5.28=0/579, 10.22=-549/0, 6-28 =545/0, 10.24=0/349, 6-27-0/423, 9-24=-
397/29, 7-27=613/144, 9-25=2871400. 7-26=202284 Scale = 1148
6 axis = 06 =
15 16
t d
19
le
17 5x6 II
6x6 = 3x6 If PLATES GRIP
MT20 244/
190 MT20HS 187/
143 Weight: 187
Ili FT = 20%F, 1196E Structural wood
sheathing directly applied or 2-2-0 oc purlins, except end
verticals. Rigid ceiling
direly applied or 10-0-0 oc bracing, Except: 2-2-
0 oc bracing: 26-27,25-26.24-25. NOTES- 1)
Unbalanced
floor live loads have been considered for this design. 2) All
plates are MT20 plates unless otherwise Indicated 3) Required
2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 310d (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) Due
to span to depth ratio of this truss, the floor may exhibit objectionable vibration and/or deflection. Building designer to consider providing means
to dampen possible floor vibration. This item
has been electronically signed
and sealed by
Velez, Joaquin, PE using a
Digital Signature. Printed copies
of this document are
not considered signed and
sealed and the signature must
be verified on,aj?
y electronic gpies. oagigVde; PEIorZA182lifek isq
I'gcF CeA 66 ..,,r..s 6904'P
r1ia'•EBitBlvd'Te1B FL'•33610. iU:ete-]
r_. January 24,
2018 AWARNING • Verily
daslgn parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MI.7473 rev. 1000R015 BEFORE USE. Design valid
for use only with Mffgk* rxthnectors. 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 incorporate this design ramp the overall buildup design.
Bracing indicated is to prevent bu iding of individual truss web andror chord members only Additional temporary and permanent bracing •T' is always
required for stability and to prevent collapse with possible personal injury and PnbPefly damage. For general guidance regarding the !!!!ll fabrication, storage,
delivery, erection and bracing of trusses and truss systems, we ANSUrP1I Guilty Crlterto, DSB.1119 and SCSI Building Component 6904 Parke East Blvd, Safely Information
available from Truss Plate Institute, 218 N. Lee Street. Sues 312. Mexandne, VA 22314 Tamps. FL 38810
Job Truss Truss Type Ply Park Sq Hm/Cypress-A 3449Oty
T13038357
P3449A F3 ROOF TRUSS 4 t
Job Reference o tional
Mlo+lolroa LUmDer, fdenow. I-L.
D-1-8
H 1 1-3-0 l
0.1 JV S aep 1.7 4V) I MI I eK IUDU511193, In0. vveo Jdn LV Va:LO:V I [V 10 rage I
ID.3Zzgt9Rd82DXJg7etc5o)iyRrR7yFSKPk88H7wewCpLoRlsTRhCOuFwDZ1G2z7654zsC84
l 1.7-4
Scale - 1.31. t
40 = 3x3 = 34 = 1x3 II 3x3 = 3x3 = 30 = 4x6
2 3 4 5 6 7 6 9
17
1.50 II 4x6 = 40 = 3x3 = 1x3 11 3x3 = 3x3 = 30 = 4x6 = 3x3 11
LOADING (PSI) SPACING- 2-0-0 CSI, DEFL. in (loc) I/den Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Veri(LL) 0.28 13-14 >792 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.93 Verl(CT) 0.38 13-14 >572 240
BCLL 0.0 Rep Stress Inv YES WB 0.64 Horz(CT) 0.07 10 n/a n/a
BCDL 5.0 Code FBC2017rrP12014 Matrix-S Weight: 96 lb FT = 20%F, I I%E
LUMBER- BRACING -
TOP CHORD 20 SP No.2(nat) TOP CHORD Structural wood sheathing directly applied or 54-6 oc purlins,
BOT CHORD 2x4 SP No.t(Ilat) except end verticals.
WEBS 20 SP No.3(nat)'Except' BOT CHORD Rigid ceiling directly applied or 10-" oc bracing, Except
9.10: 2x4 SP No.2(nat) 2-2-0 oc bracing: 14-15,13-14.
REACTIONS. (lb/sae) 19=1006/0-8-0, 10=1006/0.3-8
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-19=999/0, 9-10=1000/0, 1-2-973/0, 2-3=2492/0, 3-4=3406/0, 4-5=3765/0,
5-0=3765/0, 6 7=3428/0, 7-8=2521/0, 8.9=1017/0
BOT CHORD 17-18=0/1881, 16-17=0/3072, 15 16=0/3765, 14-15=0/3765, 13-14=0/3717, 12-13=0/3100,
11-12=0/1919
WEBS 9.11=011354, 1-16=011323, 8-11=1255/0, 2-18=126310, 8-12-0/837, 2-17=0/849,
7-12=-006/0, 3-17-806/0, 7-13=0/456, 3.16=0/537, 6.13=401/0, 4-16=671/0,
6-14=-243/438
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.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op,any electronic c
elez'PENa66188.9pies. 131it i'f
M,., k)1s1V.41f,1c0Lt cR r6904'P9ik'e`EeitBkdTdfn 'FL••7361
January 24,2018
AWAR09NO - Vw fy design paarmerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. I diDMIS BEFORE USE.
Design valid for use only with MRek® connegera. 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 in
budding design. Bracing indicated is to prevent buckling of mdrAdual truss Web and/or chord members ordy. Additional temporary and permanent bracing 1 tan'r
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Urilel1
labrrration. storage, delivery, erection and bracing of trusses and truss systems, see ANSIMPll Quality Criteria, DSB-4e and SCSI Building Component ee04 Parke East Blvd.
Safety Information available from Truss Plate Inetitute. 218 N. Lee Street. Suite 312. AlexandM, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sit Hm/Cypress-A 3449
T73038352
P3449A F4 ROOF TRUSS 1 1
Job Reference (optional)
MlWrvnue wmoef, oenow, r.
0.1-8
H I--J-3-0--1
3x4 =
2
3x3
3
d.t 3u s aep 10 zut r MI I eK moustnes, inc. Irma dan z4 ua:za:uz zuta rage 1
ID.32zgt9Rd82DXJg7e1 c5ojiyRrR?-BSOic49m2O2WMOXL8Y50eDR3HaEyl?PHdReWzsC83
34 = 1x3 II 3x3 =
4 5 6
Scale = 129 9
3x3 = 30 = 4dB =
7 8 9
qY
1.5x4 II 4x6 = 30 = 34 = 14 II 3x3 = 34 = 30 = 4x8 = 3x3 II
LOADING (psf) SPACING- 2-0.0 C51. DEFL. in (lot-) Well Ud PLATES
TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) 0.24 14 873 360 MT20
TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(CT) 0.33 13-14 630 240
BCLL 0.0 Rep Stress Inv YES WB 0.62 Horz(CT) 0.07 10 n/a We
BCDL 5.0 Code FBC2017rrP12014 Matrix-S
LUMBER- BRACING -
TOP CHORD 20 SP No.2(Ilat) TOP CHORD
BOT CHORD 2x4 SP No.2(Ilat)
WEBS 20 SP No.3(Ral) BOT CHORD
REACTIONS. (lb/size) 19=966/0-&0, 10=966/0.3-8
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-19=960/0, 9-10=960/0, 1-2=930/0, 2-3=2366/0, 3-4=3196/0, 4-5=-3484/0,
5.6=3484/0, 6-7=3214/0, 7-8=239410, 8-9-971/0
BOT CHORD 17-18=011796, 1&17=0/2909, 15-16=0/3484, 14-15=0/3484, 1314=0/3468, 12-13=0/2930, 11-12=0/
1832 WEBS 9-11=
011293. 1-18=0/1264, &11=1198/0, 2-18=1204/0, &12=01780. 2-17=Of793, 7-12=74610,
3-17=755/0, 7-13=01395, 3-16=01468, 6-13=353/0, 4-16-532/0, 6-14=-2561346
GRIP 244/190
Weight:
94 lb
FT = 20%F, 11 %E Structural wood sheathing
directly applied or 6-0.0 oc purling, except end verticals.
Rigid ceiling directly
applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced
floor
live loads have been considered for this design. 2) 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) CAUTION, Do
not erect truss backwards. This item has
been electronically signed and
sealed by Velez,
Joaquin, PE using a Digital
Signature. Printed copies of
this document are not
considered signed and sealed
and the signature must be
verified lJ on,any
electENb?L81ronic copies. P fQgy
m Velet'
P82YliTef{ 7SA, Inc:,Flt2rt
6634. 6904'P ilii`.Ea3K.BIvd.
Ta n FL 73810 Jr iD 1 r` T
atJ -
January 24,2018 QWARNING •
Vadry des/gn
parr. end READ NOTES ON THIS AND INCLUDED REFERENCE PAGE WF7473 ray. 100113MIS BEFORE USE. Design valid for use only
with Mrrekdd 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 info the overall so budding design. Braring Indicated is
to prevent budding of individual truss web and/or chord members only Additional temporary and permanent bracing ..IT- Iw is always required for stability
and to prevent collapse with possible personal injury and property damage For general guidance regarding the N3 fabrication, storage, delivery, erection and
bracing of trusses and fruits systems, sae ANSIRPIt Quality Criteria, DS849 and BCSI Building Component Beds Pence East Blvd. Safety infontrefion available from Truss
Plate Institute. 218 N Lee Street. Suns 312. Nexondna. VA 22314. Tamps, FL 36610
Job Truss Truss Type Ott' Ply
I jParkSqHm'
CypreSs-A3449
T13038353
P3449A FS ROOF TRUSS 5 1
Job Reference (Optional)
MiD.Flonde Lumber,
0.1.8
H '1 1= i
Bartow, FL.
30 =
2
a.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan Z4 03 Z6:02 ZU10 Page 1
ID:3Zzgt9Rd82DXJg7e 1 c5ojiyRrR7-BSOic49m2O2WMOXL8Y5OeDRFHchy2nPHdifeWtsC83
3x3 = 3x3 = 3x3 = 3x3 =
3 4 5 6
Scale a 1.27.7
3x4 = 4x6 =
7 B
A• w w wow w w w
fie. ee a e ee
9,/.LW
ea'. .,ail SSE aai
1
1.Sx4 II 4x6 = 30 = 3x3 = 1x3 11 1x3 II 34 = 30 = 4x8 = 30 II
16-74
16.7-4
1
Plate Offsets (X.Y)- 11.Edde,0.1-81
LOADING (pan SPACING- 2-0.0 CST. DEFL. in roc) UdeO Ud
TCLL 40.0 Plate Grip DOL 1.00 TIC 0.48 Vert(LL) 0.18 13 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(CT) 0.25 13 791 240
BCLL 0.0 Rep Stress Inv YES WB 0.57 Hofz(CT) 0.05 9 n/a We
BCDL 5.0 Code FBC2017ITPI2014 MAtrix-S
LUMBER- BRACING -
PLATES GRIP
MT20 2441190
1!
Weight: 88 lb FT = 20%F. 1196E
TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 20 SP No.2(Oat) except end verticals.
WEBS 2x4 SP No.3(0a1) BOT CHORD Rigid ceiling directly applied or 1D4}0 oc bracing,
REACTIONS. (lb/size) 18=896/0-8-0.9=896/0.3-8
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-18=490/0, 8-9=-890/0, 1-2=854/0, 2-3=214710, 3-4=2830/0, 4-5=3029/0, 5.6=2840/0, 6-7=2172/0,
7.8=891 /0
BOT CHORD 16-17-0/1647, 15 16=0/2620, 14-15=0/3029, 1314=0/3029, 12-13=0/3029, 11-12=0/2637, 10-11=011681
WEBS 8.10=0/1187, 1-17=0/1161, 7-10=1098/0, 2-17=1103/0, 7-11=0/684, 2-16=0/695, 6.11=646/0, 3-16=-657/0,
6-12=OrJ66, 3-15=0/373, 5-12-423/46, 4-15=-432/37
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 of: 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.
3) CAUTION, Do not erect truss backwards.
0 WARMNG • Varlly dW yn parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MIF7477 ran. t01 MIS BEFORE USE.
Design valid for use only with Mrreli® connectors This design is band only upon parameters shown, and is for an individual building componem, not
a Truss system Before use. the building designer must vent' the applicabWty of design parameters and properly incorporate this design woo the overall
building design. Bracing indicated is to prevent buWing of individual Was web and/or chord members only. Additional temporary and permanent bracing
rs always required for stability and to prevent collapse wth possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, aft ANSIRPII Quality Criteria. DSI and SCSI Building Component
Safety Information available from Truss !late In dune. 218 N. Lee Stress. Swe 312. Alexandria. VA 22314
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op.any e_1ectronic ppies.
oa iRKVelet'PENb;5111d2.
diT iSA Ipe':FC eR 88 _
69C0•PQ-ifi'e'Ee tBlvd. Te F L'•73610.
January 24,2018
Rim
6904 Parks East Blvd.
Tamps. FL 36610
Job Truss Truss Type Oy Py Pant Sq Hm/Cypress-A 3449
T13038354
P3449A FSA ROOF TRUSS 1 1
Job Reference(optional)
Nlto-rlon0a Lumoer, tsanow, I-L.
0-1-8
Hi 1-343 ! ! 13B !
3x3
Ito =
1X3 = 3x3 = 3x3 = 1x3 II 3x3 =
1 2 3 4 5
2
l
8 130 s Sep 15 Z017 MTek Industries, Inc. Wed Jan 24 03:25:03 2018 Page 1
ID:32zgt9Rd82DXJg7el c5opyRrR7-Iea4gPAOokAM9V&jvs4KYsmcth74hXIZWHUCAasC82
0,40,12
Scale = 1:27.6
3x7 = 3x3 = 3116 = 3x6 =
6 7 a 9
w w w•w
rViiin ,•s aa,aa aslav a I:-Y Y-:-Y Y Y-Y Yt-Yt Y
LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) 0.06 17-18 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.69 Ven(CT) 0.08 17-18 >999 240
BCLL 0.0 Rep Stress Ina NO WB 0.33 Horz(CT) 0.01 14 Ills n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight: 93lb FT = 20%F, 1196E
LUMBER- BRACING -
TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. Except
6-0-0ocbracing, 14-15,13-14,12-13.
REACTIONS. All bearings 6 0 except (it=length) 20=0.".
lb) - Max Grav All reactions 250lb or less st joints) 10, 13 except 20=532(LC 1), 14=855(LC 1), 11=947(LC 1),
12=320(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-20=525/0, 1-2=465/0, 2-3-99210, 3-4=1013/0, 4-5=1013/0, 6-7=0/266
BOT CHORD 18-19=0/894, 17-18=0/1013, 16-17=0/1013, 15-16=01684, 14-15=-429/0, 13-14=429/0
WEBS 6-14G822/0, 1-19=0/632, 6-15=0/687, 2-19=597/0, 5.15=-67610, 5.16=0/477,
8-11-976/0, 7-13-27310
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.
LOAD CASE(S) 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 (lb)
Vert: 8=956 This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
g0,any electronic copies.
7odt tl cVele:.PENq;681d.,2,
rvk USA,'I6c'tf '. 8131
6901'P rli'a`EaitBlT'd`Ttifn FC•33610.
iD.ete r
January 24,2018
QWARMNG - Viadly dsafe psramstsra and READ NOTES ON THIS AND INCLUDED WMK REFERENCE PAGE Mi-7Q3 rev. 10/03,2013 BEFORE USE.
Design valid for use only with MTek® connectom. This design is based only upon paramrtem shown. and is for an individual building component, not
a Inm system. Before use. the budding designer must verity the applrcabd4y, of design parameters and property mrorpomle this design into the Overall
budding design. Bracing indicated rs to provers buckling of individual truss web and/or chord mernbers only. Additional temporary and permanent bracing 14•AMT"
ns always required for sta an010 provers colapso WM possible personal injury and property damage. For general guidance regarding the
fabrication, storage, de4very, erection and bracing of trusses and truss "am*, we ANSVTP11 Quality Criteria, DSO-49 and BCSI Building Component 69DA Parke East Bald.
Safety Information available from Truss Plate Instaule. 218 N. Lee Street. Sued 312. Maxandns. VA 22314. Tamps, FL 36610
Job Truss Truss Type Oty Ply
IParkSqHrrVCypress-
A3449
T13038355
P3449A F6 ROOF TRUSS 1 1
Job Reference (optional)
Mto-rlonoa LmrlDer, uanow, rL.
0.1.8
H 1 1-3-0 {
40 =
1x3
1x3 = 30 = 3x3 =
1 2 3
0
9
e.i su s sep i b [ul f Mt i eK maustnes, mc. vireo Jan zA ue•za•ua Zuia rage i
ID:3Zzgt9Rd82DXJg7el c5ojiyRrR7-7g8S11AOZ21DrdYv1ZbZ53Jn2517OxOikEmiPzsC81
3x3 = 3X3 = 3X3 =
4 5 6
Stale - 1.27.4
3x3 = 4x6 =
7 a
IV eaaa actor aaI Y—iaaaaaaaa i Y Y Y e-Y
1.5x4 11 4x6 = 30 = 3x3 = 1x3 II 14 II 34 = 3x3 = 4x6 = 34 II
LOADING (psr) SPACING- 2-0-0 CSI. DEFL. in loc) I/den Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.17 14 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.84 Veri(CT) -0.24 13 >814 240
BCLL 0.0 Rep Stress Inv YES WB 0.56 Horc(CT) 0.05 9 n/a n/a
BCDL 5.0 Code FBC2017rrP12014 Matrix-S Weight: 87 Ib FT = 20%F, 1136E
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(nat) except end verticals.
WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
REACTIONS. (lb/sae) 18=887M-84), 9=887/0-3-8
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
TOP CHORD 1-18=-081/0, 8-9=881/0, 1-2-844/0, 2-3-2118/0, 3-4-2783/0, 4-5=2972/0, 5.6=2792/0, 6-7=2143/0,
7-8=881 /0
BOT CHORD 16-17=0/1628, 15-16=0I2581, 14-15=0/2972, 13-14=0/2972, 12-13-0/2972, 11-12=0/2598, 10.11-0/1661
WEBS 8-10=0/1173, 1-17=0I1148, 7-10=1085I0, 2-17-1090/0, 7-11=0/670, 2-16=0/682, 6-11=633/0, 3-16=- i44/0,
6-12=01353, 3-15=0/359, 5 12-400/49, 4-15=-409/41
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.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
o.0.any eljectron(c copies.
J Imf4rVda'PEJ{u618i
STek,l1SA,'fOo:+FL Cerl+66 A;,f.}_
6901'P ilii`EsYtBNdSelh 33610.
January 24,2018
AWARNING • Varby design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI.747S rev. 101113MIS BEFORE USE.
Design valid for use arty with MiTeln® connectors. This design is based only upon parameters sham. and Is for an individual buildup component, not
a truss system Before use. the Wilding designer must verity lee applicability of design parameters and property incorporate this design into the overall
Willing design Bracing indicated is to prevent budding of individual truss web and/or chord members only Addruonal temporary and permanent bracing IIL91wT
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the LYa Jl
fabrication, storage, delivery. erection and bracing of trusses and truss systems, we ANSVrPIt Quality Criteria, 05849 and BCSI Building Component 6904 Parke Fast Blvd.
Salary Information available from Truss Plate Institute. 218 N. Lee Sireet, Some 312. Alexandria, VA 22314 Tamps, FL 35610
Job Truss Truss Type Oty Ply Park Sq Hm/Cypress-A 3449
T13038356
P3"9A F6G ROOF TRUSS 1 1
Job Relerenee (optional)
rote -crone LUmDer, aanow, III L.
0.1.8
H 'i ''3-D I
8.1JU s bep 15 ZU1 Inneh moustnes, Ina vVeG Jan 24 011125V5 2016 Page 1
ID 3Zzgt9Rd82DXJg7elc5oj'ryRrR1-bligE5BeKL03Pp661G6ceHrx6\MX9L3szbzJFresC80
Scale = 1:27.8
00010NA
P&S
shwo'. 0 M1,_
q,%
0ES6 RIP
I
1400. 1 191NIqMe. a
ice:! to 17 16 15 14 13 12 11
4x8 II 5.6 II 4x6 II 3x6 11 3.6 II axe II axe II 6x6 = III =
1x3 =
9,11J0 { 166-4 i
LOADING (psi) SPACING- 1-44) CS1. DEFL. in II III Lid
TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Ven(LL) 0.17 15 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.82 Ven(CT) 0.23 15 852 240
BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.04 11 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-S
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD
BOT CHORD 2" SP No 2(flat)
WEBS 20 SP No.3(flai) -Except' BOT CHORD
10.11 2x4 SP No.2(8at)
REACTIONS. (lb/size) 11=2065/Mechanical, 19=894/0-8-0
FORCES. [lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1881/0, 3-4=3512/0, 4-5=3512/0, 5-6=3512/0, 6-7=A555/0, 7.8=4754/0,
8-9=3472/0
BOT CHORD 18-19=0/1090, 17-18=0/2709, 16-17=013512, 15.16=0/4178, 14-15=0/4863, 13-14=0/4862,
12-13=014615, 11-12=A/2323
WEBS 2-19=1376/0, 7-15=459/0, 2-18=0/1047, 6-15=0/569, 3-18=1095/0, 6-16=950/0,
3-17=0/1099, 4-17=425/0, 5-16=0/345, 9.11=2958/0, 9.12=0/1520, 8-12=1512/0
PLATES GRIP
MT20 244/190
Weight: 133111, FT = 20%F, 11%E
Structural wood sheathing directly applied or 6-0-0 oc purtlns,
except end verticals.
Rigid ceiling directly applied or 100.0 oc bracing.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) CAUTION, Do not erect truss backwards.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 148 lb down at 9-11-0, 542 111
down at 11-11$, and 542 lb down at 13-11.8. and 544 Ib down at 15-8-0 on top 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 + Floor Live (balanced) Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (pli)
Vert: 11-19=7, 1-10=67
Concentrated Loads (Ib)
Vert: 7 =1413121=542(F) 22-542(F) 23=544(F)
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
ofl.any elpctropic cgpjes.
Joa jVelez'P6No;681d2
MiTg , 514`Ige L eR66 _
6984'l?iti'i`.EeiLBNd Te TL-336.111
L
January 24,2018
WARNING • Verify deaipn parameter acid READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE WF7473. 1011=15 BEFORE USE.
Design valid for use only with Mrroke Connector* This design is band only upon parameters shown, and is for an individual building component, net
a truss system. Before use. the building designer must verify the applicability of design parameters and properly utarporte this design info the overall No
buildup design. Bracing indicated is to prevent bucNrng of individual truss web and/or chord members only. Additional temporary and permanent bracing 115A wT
is swy* arequired for stability and to prevent aCapse with possible personal Injury and property damage For general guidance regarding the i 11L fabrication,
storage. delivery, Creation and bracing of Trusses and truss systems, we ANSIRPIt Quality Criteria. DSB29 and SCSI Building Component 69d4 Parke East SM. Solely
Information available from Truss Pule Institute. 21e N. Lee Street. Suite 312, Nexandne. VA 22314. Tampa, FL 36610
Job Truss Truss Type Oy Ply Park Sq Hm/Cypress-A 3449
T13038357
P3449A F7 ROOF TRUSS 1 1
Job Reference(optional)
N%G-FlonGa Lumber, Harlow, FL.
0.1-8
H r-1-3-0
40 =
1x3 =
1x3 = 3x3 =
1 2
gl
el
o.Iju to oep 17 [uI r Mr I eK rnousures. inc. vveu ran 4r uo:4o.va cu to rape r
ID 32zgt9Rd82DXJg7eic5ojiyRrR7-bligE5BeKL03Pp661G6oeHrwiV1490__szbzJFrzsC80
I 1-4.8
Scale - 1.26.5
3x3 = IX3 II 3x3 = 3x3 = 3x3 = 4x6 =
3 4 5 6 7 B
w• w w•w — w w w
II * * MMA
V-Y Y Y-i-Y Y Y-Y
ro
1.50 II 40 = 3x3 = 3x3 = tx3 II 34 = 3x3 = 4x6 = 10 II
LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Verl(LL) -0.16 12-13 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.78 Verl(CT) -0.22 12-13 >837 240
BCLL 0.0 Rep Stress Ina YES WB 0.54 Horz(CT) 0.04 9 n/a n/a
BCDL 5.0 Code FBC2017ITPI2014 Matrix-S Weight: 831b FT = 20%F, 1196E
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. I(flat) except end verticals.
WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/sae) 17-856/0&0,9=85610.3-8
FORCES. (Ili) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-17-852/0, 8-9=850/0, 1-2= 816/0, 2-3=2005/0, 3-4=2722/0, 4-5=2722/0, 5.6=2629/0, 6-7=2044/0,
7-8-846/0
BOT CHORD 15-16=0/1565, 14-15=0/2440, 13-14=0/2722, 12-13=0/2722, 11-12=0/2474, 10.11=0/1592
WEBS 8-10=0/1126, 1-16=0/1109, 7-10=1038/0, 2-16=1042/0, 7-11=0/629, 2-15=0/612, 6.11-59910, 3.15=-605/0,
6-12=0/321, 3-14=0/571, 5-12=3511113
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.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op,any electronic copies.
yoi' If Vele;'PE tr.581d2
8901'P ili'a'.EeitBlvd Tifn FG3361
January 24,2018
QWARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE aa1.7473 rev. IMMIS BEFORE USE.
Design valid for use only with Mrleh® 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 verily the applicability of design parameters and property incorporate this design into the overall
p building design. Bracing indicated is to prevem bucJdulg of indMdual truss Web and/or fiord members only. Additional temporary and permanent bracing 135 IS always requited for stability and to prevent collapse With possible personal injury and property damage. For general guidance regarding the !1
fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSUIT II Quality Crtterts, DS049 and SCSI Building Component 6904 parse roast Blvd.
Safety Information available from Truss plate InsteNe, 218 N Lee Street, Suss 312, Mentions. VA 22314. Tampa, FL 36810
Job Truss Truss Type Oy Py
IParkSqHnVCypress-
A3449
T13038358
P3449A F8 ROOF TRUSS 1 1
Job Reference o lional
mio-rmonoa Lumber, vanow, rL.
0.1.8
H I 1'aD 1
4x4 =
tx3 =
tx3 = 313 =
2
1
a 1JU 5 bep 10 zui f min t eK 1naus,nes. In0. vac Jan Zia 0a:Zb:Ub ZU1B Pagel
1 D:32zgt9Rd82DXJg7e 1 c5ojtyRrR?-3DGDSRCGSf YwOzhla_d t AUO8av2iusS?CFjlnHzsC87
3x3 = ,x3 11 l70 II 3x3 =
3 4 5 6
34 =
7
Scads 1.23.0
4x6
a
a, w ft>_w w w
11lll1i%iqq61111W I I II
Y Y YtiY Y Y Y
lx3 II 4x4 = 3x3 = 3x3 = 3x3 = 3)0 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/den Ud
TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Ven(LL) 0.09 13 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.57 Ven(CT) 0.12 13 999 240
BCLL 0.0 Rep Stress Ina YES WB 0.46 Hore(CT) 0.03 9 n/a n/a
BCDL 5.0 Code FBC2017rrP12014 Matrix-S
LUMBER- BRACING -
40 = 3x3 II
PLATES GRIP
MT20 244/190
Weight. 75 lb FT - 20%F, 11%E
TOP CHORD 20 SP No.2(nat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins,
BOT CHORD 2x4 SP No.2(nat) except end venicals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 16=746M68.0, 9=746/0-3-8
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-16-740/0, 8-9-740/0, 1-2=-694/0, 2-3=1669/0. 3-4=2085/0, 4-5-2085/0, 5-6=2085/0, 6-7=1687/0,
7-8-723/0
BOT CHORD 14-15=0/1334, 13-14=0/1977, 12-13=0/2085, 11-12=0/1986, 10.11=0/1360
WEBS 8-10=0/963, 1-15=0/943, 7-10=886/0, 2-15=891/0, 7-11=0/455, 2-14-0/466, 6-11=416/0, 3-14=428/0,
6-12=-91/317,3-13 =83/325
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Recommend 2x6 strongbacks, on *edge. spaced at 1040 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.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
o0,any electronic copies.
7oaQ'r Vele;.PBNo¢81y'
At M!JSA;'Iae rF Oert 66
8904'P rlia'EeitBlvd.Te FL 7]61D
January 24,2018
0 WARNING - Varify daslgn paratnerars and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M?475 rev. /WWR0/5 BEFORE USE.
Design valid for use only with MTek® wnnwors. This design is based only upon parameters shown, and is for an individual building component. not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly, Incorporate this design Into the overall
building design Bracing indicated is Ili prevail buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M91wT'
Is always rsputred for statift and to preverd collapse won possible personal injury and property damage. For general guidance regarding the r i kl
fabrication• storage, delivery• erection and bracing of trusses and true systems. we ANSVTPI11 Quality Criteria, DS949 and SCSI Building Component 6904 Parlor East Blvd
Safety Information available from Truss Plate Inslaute. 215 N Lee Street. Suite 312. Alexandria. VA 22314 Tampa. FL 36610
Job Truss Truss Type Oty Ply Park Sq Hrn/Cypress-A 3449
T13038359
P3449A F9 ROOF TRUSS 10 1
Job Reference foolionall
Mlo-rlonoa Lumber. IdanoW, I•L.
0.1.8
H
3x3
2
3x3 = 1.3 II
3 4
b.r1u s sep 1u zui / MI i eK inousmes. Inc. vvea ,Ian ce ue:co:uf cuio raga 1
ID:3Zzgt9Rd82DXJg7el c9o)iyRrR7-XPpbfnDuszgne7GU8h8HlixJIINFdKD9RvSOJkzsCB_
3x3
5
3x3 =
6
Scale = 1:21.5
3x8
7
3x3 = 40 = 3x3 = 1x3 11 3x3 = 3x3 = 4x4 = 3x3 II
LOADING (pst) SPACING- 2-0.0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Ven(LL) -0.07 10.11 >999 360 MT20 2441190
TCDL 10.0 Lumber DOL 1.00 BC 0.61 Verl(CT) -011 10-11 >999 240 BCLL
0.0 Rep Stress Ina YES WB 0.42 Horc(CT) 0.02 8 n/a n/a BCDL
5.0 Code FBC2017/TPI2014 Matrix-S Weight: 70111 FT = 20%F, 1196E LUMBER-
BRACING - TOP
CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6" oc purling, BOT
CHORD 20 SP No.2(flat) except end verticals WEBS
20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10" oc bracing. REACTIONS. (
lb/size) 15=693/0-3-8.8=699/Mechanical FORCES. (
lb) - Max. Comp./Max. Ten. -All forces 250 (Ile) or less except when shown. TOP
CHORD 1-15=-689/0. 7-8=693/0, 1-2=672/0. 2-3=1534/0, 3-4=1816/0, 4-5=1816/0, 5.6=1539/0, 6-7=669/0 BOT
CHORD 13-14=0/1254, 12-13=D/1816, 11-12=0/1816, 10-11-0/1787, 9.10=0/1258 WEBS
7-9=0/891, 1-14=0/865, 6-9=-820/0, 2-14=810/0, 6-10=0/391.2-13=0/395, 5-10=344/0, 3-13=-442/0. 5-
11=1431259 NOTES-
1)
Unbalanced floor live loads have been considered for this design. 2)
Refer to girder(s) for truss to truss connections. 3)
Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks
to be attached to walls at their outer ends or restrained by other means. 4)
CAUTION. Do not erect truss backwards. This
item has been electronically
signed and sealed
by Velez, Joaquin, PE using
a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified op.
any e!pctronic copies. oagNlr4rVele:'
PE Io6B1d2 M7e"
iis;a; Irje;FL t:eit sea4 6901'
P.'rki`•Ee'itBlvdTtifn 'fL•]]61D. i010-
l January
24,2018 O
WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED a11TEK REFERENCE PAGE 491.7473 rev 109=015 BEFORE USE. Design
vdad for use only with MRekfe connectors. This design is based Dray upon parameter: shown, and rs for an rndmilual budding component. not a
truss system. Before use. the budding designer must cony the applicabddy of design parameters and property incorporate this design imo the overall budding
design. Bracing indicated is to prevent buckling of indmdual truss web and/or chord members omy. Additional temporary and permanent bracing 1f is
always required for stability and to prevent collapse wah Ilossrtxe personal injury and property damage. damage. For general guidance regarding the LL33 ti fabrication.
storage. delivery, erection and bracing of trusses and truss systems, see ANSVTMt Duality Criteria. DSB-69 and SCSI Building Component 6904 Parke East Blvd. Solely
Information available from Truss Plate Insuhre, 2111 N. Les Street. Suns 312. Alexandria, VA 22314. Tamps, FL 36610
Job Truss Truss Type Oy Ply Parts Sq HnvCypress-A 3449
T13038360
P3449A F9A GABLE 1 1
Job Reference (Optional)
MIO-Flonda Lumber, Bartow, FL. 3.130 s Sep 15 2017 M7ek Industries, Inc. Wed Jan 24 03.26:07 2018 Page 1
ID.3Zzgt9Rd82DXJg7e 1 c5oliyRrR?-XPpbinDuszgne7GU8h8HjixOel WcdLG9RvSOJkzsCB
Scale = 1 21.5
3x3 II IX3 II 1X3 II 1x3 II IX3 II 4x4 = 4x4 = 1.3 II 1X3 II 1.3 II 1x3 II 34 II
1 2 3 4 5 6 7 a 9 10 11 12
24 23 22 21 20 19 16 17 16 15 14 13
3x3 II IX3 II IX3 II IX3 II 110 11 40 = 40 = 1X3 II 1x3 II 1X3 II 113 II 3x3 II
LOADING (psf) SPACING- 240.0 CSI. DEFL. in floc) Udell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) TIM n/a 999
BCLL 0.0 Rep Stress Ina NO WB 0.36 Horz(CT) 0.00 13 n/a n/a
BCDL 5.0 Code FBC2017lrP12014 Matrix-R Weight, 64 Ili FT - 20%F, 11%E
LUMBER- BRACING -
TOP CHORD 20 SP No.2(0at) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins,
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(flat)
REACTIONS. All bearings 12-11-8.
Ib) - Max Grav All reactions 250 Ili or less at lolnt(s) 24, 13, 20, 21, 22, 23, 17, 16, 15. 14, 19 except
18=3181(LC 1)
FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 7-18=-3174/0
NOTES-
1) Gable requires continuous bottom chord bearing.
2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
3) Gable studs spaced at 14-0 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 waits at their outer ends or restrained by other means.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (Pt,)
Vert: 13-24=10, 1-12=-100
Concentrated Loads (Ib)
Vert: 7=3181
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on -any electronic qpies.
loa9 tr41lelez'PBN$6182
07ef{1SN`Inc;FLCeR6904'P-rlii`EsitBNd:ilifn iFL736i0
D
January 24,2018
WARNING • VWIy design Paramarvs and READ NOTES ON THIS AND INCLUDED A9TEK REFERENCE PAGE 111111,7473 rev. 10003=15 BEFORE USE.
Design valid for use only with Mrrek® connectors This design is based only upon parameters shd+m, and is for an milmdual budding component, not
a truss system. Before use, the budding designer must vent' the apphubWry of design parameters and properly incorporate this design imo me overall
budding design. Bracing indicated is to prevent budding or milmdual truss web andfer chord members only. Additional temporary and permanent bracing wT
rs always required for stability and to prevent collapse wall possible personal injury and pmperry IµAHdamage. For general guidance regarding the Li5
fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVIPII Quality Criteria, DSM9 and BCSI Building Component 6904 Perke East Blvd.
Safety Information awllaMs from Truss Plate Institute. 216 N. Lee Street. Suite 312. Alexandra. VA 22314. Tampa, FL 36610
Job Truss Truss Type Ply Park Sq Hm/Cypress-A 3449
10ty I T13038381
P3449A F99 ROOF TRUSS 0 1
Job Reference (optional)
Mid-Flonde Lumber, Banow, FL.
0.1-11
H1 1
3X3 =
2
34 = 1X3 II
3 4
6.13u s Sep 1 S zul f MI I ex Inaustnes. inr- vyeo Jan z4 ua:Zb:ua euld Yage 1
ID:3Zzgl9Rd82DXJg7el c5oj'ryRrR?-?cNzt7EXdGoeGHmiP!vVFvTU4ik6MnYI2CzgAzsC7z
3X3 =
5
3x3
6
Scale = 1*21.3
3x6
7
3x3 = 40 = 3x3 = 1x3 II 34 = 3x3 = 04 = 3ii3 It
12-10-0
i
12-10.0
l
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud
TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) 0.07 11 999 360
TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(CT) 0.10 10.11 999 240
BCLL 0.0 Rep Stress Ina YES WS 0.42 Horz(CT) 0.02 8 n/a n/a
BCDL 5.0 Code FBC2017rrP12014 Matrix-S
LUMBER- BRACING -
PLATES GRIP
MT20 244/190.
Weight. 70 lb FT = 20%F, 1 f %E
TOP CHORD 2x4 SP No.2(W) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins,
BOT CHORD 2x4 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
REACTIONS. (lb/size) 15=686/0-3-8, 8=692/Mechanical
FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown.
TOP CHORD 1-15=-682/0, 7.8=686/0, 1-2=664/0, 2-3=1512/0, 3-4=1783/0, 4-5=1783/0, 5.6=1517/0, 6-7=661/0
BOT CHORD 13-14=0/1240, 12-13-0/1783, 11-12=0/1783, 10.11-0/1758, 9.10=011243
WEBS 7-9=0/880, 1-14=0/855, 6-9=-809/0, 2-14=801/0, 6-10=0/381, 2-13=01383, 5-10=336/0, 3-13=422/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
4) CAUTION, Do not erect truss backwards.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be venfied
op.any electronic gRpies.
J11tiq iglVelix'PE iort6782,
IiTek 1JSA, Ipc+Fl t e,R 66
69114'P'iki'•Ea1tBNdSefn `FL33610.
January 24,2018
AWARNING • Verily design paremarers and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 116I67473 rev. 101=015 BEFORE USE
Design valid for use only with Mi rekO connectors. This design B based only upon parameters shown, and is for an individual building component. not
a truss system Before use, the building designer must venly the applicability of design parameters and property mcorporate lhis design uito the overall
building design. Bracing indicated is to prevent buctding of individual truss web andfor chord members only Additional temporary and permanent bracing 14.91wT"
is always required for stab9ay and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Uric W.
fabrication, storage. delivery, erection and bracing of trusses and truss systems. we ANSM1111 Quality Criteria, D5049 and BCSI Building Component 6604 Parke East SM
Safety Information available from Truss Plate Instaute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610
Job Truss Truss Type Ply ParkSqHm/Cypress-A3449T1303836101'
y
2
P3419A F ROOFTRUSS 1
Job Reference (optional)
renwr ionga LumOer, oanGW, r L. a. iw s bep , b zu, r miI ex inousines. Inc. vVec dan z4 ua:z5 53 zu, a page, ID:
32zgt9Rd82DXJg7ele5ojiyRrR?-ylzlj?269tw=CoKlu 91Mvd1Z4L0?5Dj3hpYzsCBC 0-
1-8 H
i 1-3 Q I i 1$8 I see 1*18.5 1x3 =
1x3 =
3X3 = 14 II 34 = 30
tea =
1
3x4 = 2 3 43X — 5 61x3 = w.
will w w IIIIIw 11oil
Nor
11
mm
r -
MAIN 1X3
II LOADING (
pSf) SPACING- 2-0.0 CSI. DEFL. in loc) I/dell Ud TCLL
40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) 0.08 9-10 999 360 TCDL
10.0 Lumber DOL 1.00 BC 0.73 Vert(CT) 0.11 9-10 999 240 BCLL
0.0 Rep Stress Ina YES WB 0.35 HOrz(CT) 0.02 7 n/a nla BCDL
5.0 Code FBC2017rrPI2014 Matnx-S LUMBER-
BRACING - TOP
CHORD 20 SP No.2(flal) TOP CHORD BOT
CHORD 2x4 SP No 2(flat) WEBS
2x4 SP No 3(flat) BOT CHORD REACTIONS. (
lb/sae) 13=596I0.8-0, 7=596/0.80 FORCES. (
III) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 1-13=-562/0, 6-7=589/0, 1-2=515/0, 2-3=1298/0, 3-4=1298/0, 4-5=-1193/0, 5.6-533/0 BOT
CHORD 11-12=011011, 10.11-0/1298, 9-10=0/1298, 8-9=0/1026 WEBS
6-8=01725, 1-12=07700, 5-8=-685/0, 2-12=-Fi90/0, 5.9=0R69, 2-11=0/505, 4-9=265/0 PLATES
GRIP MT20
244/190 17
9
16
Weight:
58 lb FT = 20%F, 1196E Structural
wood sheathing directly applied or 6.0-0 oc purling, except
end verlicals. Rigid
ceiling directly applied or 10-0-0 oc bracing, NOTES-
1)
Unbalanced floor live loads have been considered for this design. 2)
Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 of and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks
to be attached to walls at their outer ends or restrained by other means. This
item has been electronically
signed and sealed
by Velez, Joaquin, PE using
a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified op,
gny eljrctronic copies. o " '
VeI 0ENb;58182 M7t1sA;
irlr,F .n a — 6904'
pd"rlii:EaiDBlvd: TS 'FL•7361D. iGetti;
1 -+ January
24,2018 WARNING -
Vanity deslpn paramalars and READ NOTES ON THIS AND INCLUDED ACTEK REFERENCE PAGE I1010-74je3 rev. 160=015 BEFORE USE. Design
used for use only vnth M11709 connector$ This design is based only upon parameters shown. end is for on Individual building component, not a
wits system. Before use, the budding designer must vent' the applicability of design parameters and properly incorporele this design ergo the DWMP to budding
design. Bracing indicated is to pram buckling of individual truss web r ndfor Wond members only. Additional temporary and permanent bracing Is
shva required for stability and to t
Ys
eq mY provem weapse with possible personal injury and property damage. For general pudant:s regarding the fabrication,
storage, deWery, erection and broomp of trusses and truss systems, see • ANSIRPIt Quality Criteria. DSBa9 and SCSI Building Component 6904 Pa*o East BNd. Safety
Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Aeeiiandna, VA 22314 Tamps. FL 36610
Job Truss Truss Type oty Ply Park Sq HmlCypress-A 3449
T13038363
P3449A F10A GABLE 1 1
Job Reference(optional)
MIO-IFIOMa LUI 1001, tlanow, I-L. 0 1JV s'Up I"4u r r -1 r en rnuusuraa, nrc. vvau ,ran c+ uo.w.a+ cv ro ruya r
ID:3Zzgt9Rd8ZDXJg7elc5ojiyRrR7-0vXgxK3kwttda7n 1TPDhyuAX34b4Y8ERNpEM zsCBB
0" 0"
Scale a 1 18.0
1
22
21
20
2 3 4 5 6 7 6 9 10
19 18 17 16 15 14 13 12 11
q24
4
23
5.10.0
t b6-0 4-00 1- 4.11.12 54-0 7-4 5.1 8 7.2-8 a8a t06 11-22
1.0 1.4.0 Ot 0.10.4 04.4 3.4 04bL8 14-0 1.4.0 1s.0 1.4.0
0.2.12
LOADING (psi) SPACING- 2-0-0 CST. DEFL. In (loc) I/dell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) n/a n/a 999 MT20 2441190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Verl(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 11 n/a n/a
BCDL 50 Code FBC2017rrP12014 Matrix-R Weight 51 lb FT = 20%F, 11%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purling,
BOT CHORD 20 SP No.2(Oat) except end venicals.
WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-" cc bracing.
OTHERS 20 SP No.3(flat)
REACTIONS. All bearings 11-2-8.
lb) - Max Grav All reactions 250 lb or less at joint(s) 20, 11, 12, 13, 14, 15, 19, 18, 17. 16
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) All plates are 1x3 MT20 unless otherwise indicated.
2) Gable requires continuous bottom chord bearing.
3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
4) Gable studs spaced at 1-4-0 cc.
5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op -any electronic ppies. Jo " Vele:'Penb%818..
M?e USA;'Ipc.L Ccrt88
691M'P rli'a`.EekBkd.Ta FL 73610.
iDete; r4 -
January 24,2018
AWARNING - Vadry dsalgn Pa.,. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WO.7473 rev. 10WRd,S BEFORE USE.
Design valid for use only with Wilkie connectors This design is based only upon parameters sham, and is for an individual building component, na
a truss system. Before use, the building designer must venly the applicability of design parameters and property incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MJlyl
is always required for stability end to prevent collapse with possible personal injury and property damage. For general guidance regarding the 3i ii 11IY!
fabrication, storage, delivery, erection and bracing of Trusses and truss systems, we ANSVrPn Quality Criteria, DSO-99 and BCSI Building Component 6904 Perlis East Blvd.
Safety Information available from Truss Plate Inslathe. 218 N Lee Street, Suss 312. Alexandria. VA 22314. Tampa, FL 35610
Job Truss Truss Type Oty Ply rkPaSq Hm/Cypress-A 3449 T13038364
P3449A
F11 ROOF TRUSS 1 1 Job
Reference o tional Mio-
rionoa Lumber, 05TIOW, rL. a.1JU s Sep 15 Z011 MI l eh InOustnes, Inc. Wad Jan 24 0a:25:54 Z015 Page 1 ID:
3Zzgt9Rd82DXJg7ete5ojiyRrR?-OvXgxK3kwztda7n ITPDhyu5?3wj4TIERNpEM zsCBB Scale =
1.17.9 3x3 =
1x3 II 3x3 = 34 = 1
3X9 2 3 4 3X3 = 5 6 12
11 10 9 6 7 3x3
II 3x3 II 6-
10.0 1 9 A) 10-10-011>
0 5-4-0 2.6.0 I 1 t
t>0 Plate
Offsets (X,Y)— 16:0.3-O,Edgel LOADING (
psf) SPACING- 2-0.0 CSI. DEFL. in loc) I/dell Lid PLATES GRIP TCLL
40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) 0.06 9-10 999 360 MT20 2"/190 TCDL
10.0 Lumber DOL 1.00 BC 0.64 Vert(CT) 0.08 9-10 999 240 BCLL
0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.01 7 n/a n/a BCDL
5.0 Code FBC20171rP12014 Matrix-S Weight: 59lb FT = 20%F, 11%E LUMBER-
BRACING - TOP
CHORD 20 SP No.2(flat) TOP CHORD BOT
CHORD 2x4 SP No.2(flat) WEBS
2x4 SP No.3(flat) BOT CHORD REACTIONS. (
lb/sae) 13=582/0-5-0, 7=582/Mechanical FORCES. (
lb) - Max. Comp./Max. Ten -All forces 250 (lb) or less except when shown. TOP
CHORD 1-13=570/0. 6-7=575/0, 1-2=524/0, 2-3=1245/0, 3-4=1245/0, 4-5=1158/0, 5-6=539/0 BOT
CHORD 11-12=0/1000, 10.11=0/1245, 9-10=0/1245, 8-9=0/1013 WEBS
6-8=01718, 1-12=0/697, 5-8=-659/0, 2-12=663/0, 2-11=0/447 Structural
wood sheathing directly applied or 6-0-0 cc purllns, except
end verticals. Rigid
ceiling directly applied or 10.40 cc bracing. 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 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks
to be attached to walls at their outer ends or restrained by other means. This
item has been electronically
signed and sealed
by Velez, Joaquin, PE using
a Digital Signature. Printed
copies of this document
are not considered signed
and sealed and the signature
must be verified op,
any electronic copies. Joeiif41Vd1n:PENo rZ8Kit AiTe '
UPA;Ir1c F Cer16634_ 690101ika'EshBtyd _.361Dil Tfn'Fi:•3 January
24,2018 O
WARNING • Varffy daslgn paramehnt and READ NOTES ON TNIS AND INCLUDED MITEx REFERENCE PAGE a0F7473 rev. 1000"015 BEFORE USE. Design
valid for use only with Mnekm connectors. This design is based only upon parameters shown, and is for an individual building component, not a
truss syslerri Before use. the building designer must very the applicability of design parameters and properly, incorporate this design into the overall budding
design Bracing indtuted is to prevem buck" of individual truss Web and/or chord members only. Additional temporary and permanent bracing rs
always required for stability and to prevent collapse With possible personal injury and property damage For general guidance regarding the 091- fabrication.
storage, delivery, erection and bracing of busses and truss "am*. we ANSIRPII Quality Criteria, 03649 and BCSI Building Component 61104 Parke past Bluff. Safety
Information available from Truss Plate InsNNe. 218 N Lee Street, Suse 312. Mexandne, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oy Ply Park Sq HnVCypress-A 3449
I T73038365
P3449A F12 ROOF TRUSS 3 1
Job Reference(Optional)
M10-FIGn0B LumDer, 118ndW, r L.
1-
1 34 =
13 12
31O =
3x3 II
a.1,fu s aep 10 tut r IVII I ex mauslnes, Inc. well ,ran tr uo:ca.ao to ill rape I
ID:32zgt9Rd82DXJg7ele5olryRrR?-u6528g3NhH9UCHMBRAWSEARFITJ?pvnNglYnuOzsCBA
i 0-" {
31t3 = lX3 II
2 3 4 3X3
11 10 9
3x3 = lx3 II 34 =
Scale a 1:17.0
3,3 = 3x8 =
5 6
8 7
3x3 =
31a II
LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loe) I/dell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.04 9-10 >999 360 MT20 2441190
TCDL 10.0 Lumber DOL 1.00 BC 0.51 Vert(CT) -0.05 9-10 >999 240
BCLL 0.0 Rep Stress Incr YES WS 0.32 Holz(CT) 0.01 7 We We
BCDL 5.0 Code FBC2017/rP12014 Metrix-5 Weight: 57 lb FT = 20%F, 1196E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins,
BOT CHORD 20 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 13=552/Mechanical, 7-552/Mechaniral
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-13-542/0, 6-7=54610, 1-2=493/0, 2-3=1128/0, 3-4=1128/0, 4-5=1064/0, 5.6=505/0
BOT CHORD 11-12=0/936, 10-11 =011 128, 9-10=0/1128, 8-9=0/947
WEBS 6-8=0/673, 1-12=01656, 5.8=-615/0, 2-12=61610, 2-11=0/367 NOTES- 1)
Unbalanced
floor live loads have been considered for this design. 2) Refer
to girder(s) for truss to truss connections. 3) Recommend
2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to
be attached to walls at their outer ends or restrained by other means. This item
has been electronically signed
and sealed by
Velez, Joaquin, PE using a
Digital Signature. Printed copies
of this document are
not considered signed and
sealed and the signature must
be verified o(7,
any electronic egpies. ti— iglvelez'
PBkfo;6elp diTeft iSA,`
I11c LJCert6W4-, • 6904'P
rlir`•Eeit:Bkd: Tifn'FL•73610 January 24,
2018 O WARMNG -
Verity design parameren and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1100-7473 rev. 19M=15 BEFORE USE. Design valid
for use only with MlTeitm 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 imo the overt bulking design.
Bracing indicated Is to prevent buc" of individual truss web and/or chord members only. Additional temporary and pelmenent bracing rs always
required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 111l 1 fabrication, storage.
delivery. erection and bracing of trusses and truss systems. sse ANSVTPII Quality Criteria, DSO-49 and SCSI Building Component 0904 Parks East Blvd. Safely bdormation
evadable ham Truss Rate Instaute. 218 N Lee Street, Suite 312. Alexandria. VA 22314. Tampa. FL 36610
Job Truss Truss Type Oty Py
1Par*
SqHm/Cypress-A3449
T13038366
P3449A F12G ROOF TRUSS 1 1
Job Reference o tonal
Mid-Flonda Lumber, Bartow. FL.
1 3x6 =
3x3 II
1x3 II 1X3 II 34 = 40 =
34 =
8.130 s Sep 15 2017 MTek Industries, Inc. Wed Jan 24 08:25:56 2018 Page 1
10:32zgt9Rd82DXJg7elc5ojiyRrR7-MIfRL047SaHLgRwN7tRhmN OTthpYMCXvhlLOtzsC89
1-5 8 i 0-9,12i i
3x3 II
Scale = 1, 17.0
3x3 = 3x6
6
Y
3X3 11
3-w
24-14 34.4 3-742. 5.1-8 bbli 7
2$14 0.11.6 O.1 1." 1J-4 41
LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 100 TC 0.44 Ven(LL) 0.02 11 999 360 MT20 244/190
TCDL 100 Lumber DOL 1.00 BC 0.35 Vert(CT) 0.02 11 999 240
BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(CT) 0.01 9 n/a n/a
BCDL 5.0 Code FBC2017lrP12014 Matrix-S Weight: 64 lb FT = 20%F, 1196E
LUMBER- BRACING -
TOP CHORD 20 SP No.2(flat) TOP CHORD
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No 3(flat) 'Except' BOT CHORD
1-15,8-9: 2x4 SP No.2(flat)
REACTIONS. (Ib/size) 15=73/Mechanical, 9=616/Mechanical, 12=112610-3.8
Max Uplift 15=64(LC 4)
Max Grav 15=158(LC 3), 9=626(LC 7), 12=1126(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 8.9=619/0, 4-5=0/374, 5-6=1257/0, 6.7=1265/0, 7-8=583I0
BOT CHORD 12-13=374/0, 11-12-0/543, 10-11-0/1094
WEBS 4-12=-379/0, 6-11 =746/0, 4-13=0/396, 5-12=1119/0. 5-11=0/932, 8-10=0/776,
7-10=-710/0, 7-11=0/277
Structural wood sheathing directly applied or 6-0-0 oc puffins,
except end venlcals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 Ib uplift at joint 15.
4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
5) CAUTION, Do not erect truss backwards.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 711 lb down at 6-7-4 on top
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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (pm
Vert: 9-15-10, 1-8=100
Concentrated Loads (lb)
Von: 6=711(F)
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op,any electronic copies.
Nt1, ' ir4veltx'PE lo rt81d2
iSl1 Irac:rFL'Cen 68 „ _
69W'P i1ia C IttBkQidfn :'FL•33610
January 24,2018
O WARNING - Verily design Parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE M1/-7473 raw. 16ie3R013 BEFORE USE.
Design valid for use only with MiTelrS, 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 vent' the appawbility, of design Parameters and PntPeM incorporate this design into the overall to
building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanem ore" 114
Is always required for stabday and to Prevent collapse with posstbk personal injury and Property damage. For general guidance regarding the O'
fabrication, storage, delivery, erection and bracing or trusses and truss $plains, see ANSIRPn Qualify criteria, OS949 and SCSI Building component 6904 Parke East Blvd
Safety Information variable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandne. VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sq HrrdCyprewA 3449
T73038367
P3449A F13 ROOF TRUSS 1 1
Job Reference o ttonal
Mid -Florida Lumber, Banow, FL.
1
3x8
B.130 s Sep 15 2017 MTek Industries, Inc. Wed Jan Z4 03-25-55 ZO1B Page 1
ID:3Zzgt9Rd82DXJg7e 1 c5ojiyRrR?-MIfRL04?SaHLgRwN?tRhmN_OCUYOiXvhl LOtzsC89
11r2
3x3 = 1.3 II 1X3 11 3x3 =
2 3 4 5
3x8 =
6
11 10 934— 8 7
3x3 II
1 1b0 7.114
1 J3-0 65-0 1$-0
Scale a 1.17.3
T
Plate Offsets (X,Y)— 16:0-3-0.Edael
LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.03 8-9 >999 360 MT20 244/190
TCDL 10.0 Lumber DOL 1,00 BC 0.29 Vert(CT) -0.04 10-11 >999 240
BCLL 0.0 Rep Stress Ina YES WB 0.28 Horz(CT) 0.01 7 n/a We
BCDL 5.0 Code FBC2017lrP12014 Matrix-S Weight. 52 lb FT = 20%F, 11%E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD
BOT CHORD 2x4 SP No.2(flat)
WEBS 2x4 SP No.3(flat) BOT CHORD
REACTIONS. (lb/size) 12=504/0-5-0, 7=504/Mechanical
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-12-500/0, 6-7=500/0, 1-2=446/0, 2-3=940/0, 3-4=940/0, 4-5=940/0. 5 6=446/0
BOT CHORD 10-11=0/827, 9.10=0/940, 8-9=0/827
WEBS 6.8=01593, 1-11=0/593, 5-8=531/0, 2-11=531/0, 5.9=0/282, 2-10=0/282
Structural wood sheathing directly applied or 6-0-0 oc pudins,
except end verticals.
Rigid ceiling directly applied or 10-" oc bracing.
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op,eny electronic copies.
I:lodq ir rVeleYPENb'ft8182
MiTefl,iSltt IpcFl en.- r ,
69041rdAia'EeitBNdTa fL7ll
January 24,2018
O WARNING • Verily design peramereq and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE W?473 rev. f00DWW15 BEFORE USE.
Design valid for use only with MrTelrV connectors. This design is 08300 only upon parameters shown, and is for an nndmdual building Component. not
a truss system Before use. the budding designer musi venty the applicability of design parameters and properly incorporate this design into the overell
budding design. Bracing indicated is to prevent buckling of indrvidual truss web andfor chord members only. Additional temporary and permanent bracing 1
Is alivays required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the -'e'-
fabrication. storage, delivery, erection and bracing of trusses and truss systems, we ANSVrPIt Quality Criteria, DS049 and SCSI Building Component 6904 Parke East BNd,
Safety Information awllable from Truss Plate Instkute, 218 N. Lee Street. Sucre 312. Alexandrle. VA 22314. Tamps, FL 36610
Job Truss Truss Type Oty Ply Park Sq HnVCypress-A 3449
T13038368
P3449A F14 ROOF TRUSS 1 1
Job Reference o bonal
Mi6•Flonda Lumber, Barlow, FL 8 130 s 5ep 15 2017 M7ek Industries. Inc. Wed Jan 24 03:25:57 2018 Page 1
ID 3Zzgt9Rd82DXJg7eicSotlyRrR7-gUDpZM5dDuPCRbVZZbzwJbWaaGIYHsHg7LluyJzsC88
1.3-0 1 1$0 1
Scale - 1:13.8
3x3 = 3xe =
1 3x6 — 2 3 3x3 — 4
3x3 11 3.3 11
LOADING (pgt)
TCLL 40.0
TCDL 10.0
BCLL 00
BCDL 5.0
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Inv YES
Code FBC20171TP12014
CSI.
TC 0.48
BC 0.38
WB 0.20
Matrix-S
DEFL. in
Vert(LL) -0.03
Vert(CT) -0.03
Horz(CT) 0.00
loc) I/dell Ud
8 >999 360
8 >999 240
5 n/e n/a
PLATES GRIP
MT20 2441190
Weight: 42 Ill FT = 20%F, 1196E
LUMBER- BRACING -
TOP CHORD 20 SP No.2(flet) TOP CHORD Structural wood sheathing directly applied or 6-" oc purling,
BOT CHORD 20 SP No.2(flat) except end verticals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10." oc bracing.
REACTIONS. (lb/size) 10=394/0.5.0, 5=394/Mechanical
FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-10=388/0, 4-5=388/0, 1-2=312/0, 2-3-595/0. 3-4=312/0
BOT CHORD 8-9=01595, 7-8=0/595, 6.7=0/595
WEBS 4-6=0/416, 1-9=0/416, 3-6=384/0, 2-9-384/0
NOTES-
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections.
3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
o0,any eloctronic copies.
tloa:Q Itg Velei'PE o, 182 M7efi U$. ,' litc:. L, eit 66
r ,
6904'pirili9'EaQW.'N' A 3610.
January 24,2018
0 WARNING • Vadly design perarnerers eref READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 110I.7477 rev. faCM15 BEFORE USE.
Design valid for use only wall MRel* 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 properly incorporate this design into the overall MR
building design. Bracing indicated is to prevent budding of individual truss web end/or chord members only. Additional temporary and permanent bracing 11LJ1
is always required for stability and to prevem collapse with possible personal injury and property damage. For general guidance regarding the 94.T"
fabrication, storage. delivery, erection and bracing of Imsses and truss systems, see ANSIMS111 Dually Criteria, D3849 and BCSI Building Component 6904 Parke Fast Blvd.
Safely Information available from Truss Plate Insiatne, 218 N. Lee Street. Suite 312. Alsttandne, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply 3449T730383698rkSqHmfCyprewA
P3449A F15 ROOFTRUSS 6 1ob Reference (optional)
hel0-1=londa Lumber, uanow, rL. a.l su s Sep 10 zu1 / mi i eK mausines, inc. vveo ,Ian z4 ua:zb:ar zula rape 1
ID:3Zzgt9Rd82DXJg7e1c5ojiyRrR7-qUDpZM5dDuPCRbVZZbzwJbWanG2THtgg7L 1 uyJzsC88
1-0.a
Scale e 1 12.7
1 3x8 =
3x3 =
2 3 3x3 =
3x8 =
4
3x3 II 3x3 II
LOADING (psq
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr YES
Code FBC2017/TPI2014
CSI.
TC 0.46
BC 0.32
WB 0.17
Matrix-S
DEFL. in
Vert(LL) -0.02
Vert(CT) -0.02
Horz(CT) 0.00
loc) I/den Ud
8-9 >999 360
8-9 >999 240
5 We We
PLATES GRIP
MT20 244/190
Weight: 40 lb FT = 204AiF, 17%E
LUMBER- BRACING -
TOP CHORD 20 SP No.2(ftat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling,
BOT CHORD 20 SP No.2(flat) except end verlicals.
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
REACTIONS. (lb/size) 10=360/0-3-8, 5=360/Mechanical
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown,
TOP CHORD 1-10=-354/0, 4-5=354/0, 1-2=274/0, 2-3=518/0, 3-4-274/0
BOT CHORD 8-9=0/518, 7-8=0/518, 6-7=0/518
WEBS 4-6=0/365, 1-9=0/365, 3-6=332/0, 2-9=332/0
NOTES.
1) Unbalanced floor live loads have been considered for this design.
2) Refer to girder(s) for truss to truss connections
3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails.
Strongbacks to be attached to walls at their outer ends or restrained by other means.
O WARNING • VsAy design Pa..,. and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 111110-7477 rev 14111=13 BEFORE USE.
Design valyd 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 buildup designer must venly the appbubt4y of design parameters and properly uicorporale this design into the overall
building design. Bracing indimed is to prevent buckling of indmdual truss web andlor chord members only. Additional temporary and permanent bracing
is always required lot slabldy and to prevent collapse with possible personal injury and property damage For general guidance regarding the
fabrication, storage. delivery. erechon and bracing of misses and truss systems, we ANSVTP11 Quality Criteria, DSBa9 and BCSI Building Component
Safety information available from Truss Plate Institute. 219 N Lee Street, Susie 31Z Alexandra, VA 22314.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op,ajly electronic copies.
ttoa lnrveI' PC-No1.6I118?
000 f ii:EaitBhd"iAn K336104.
January 24,2018
to
WINK
6904 Parke East Blvd
Tampa, FL 36610
Job Truss Truss Type Ply
Jolly I 1P8rkSqHm1Cypress-
A3449
T73038370
P3449A F15A GABLE 1 1
Job Reference o 6onal
mw-rionoa LUmoer, ctanow, rL. a.13u s z ep a zu1 r No I ex moustnes, inc. vveo ,Ian z4 ua:zb:ba zula rage 1
ID:3Zzgt9Rd82DXJg7e1c5ojryRrR7-IhnBmi6F CX33k4m61U9so3rRgSVOM7gM7nRVIzsC87
Scale a 1.12.7
2 1-3 II 3 1X3 II 4 1x3 II 5 tx3 II 6 34 II
12 11 10 9 e 7
3x3 II 1X3 11 tx3 II 1x3 I I 1x3 II 34 II
LOADING (psf) SPACING- 24U-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Veri(LL) n/a n/a 999 MT20 244/190
TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999
BCLL 0.0 Rep Stress Incr YES WE 003 Horz(CT) 0.00 7 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix-R Weight, 33 Ili FT - 20%F, 1196E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SP No.2(flat) except end verticals
WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-00 oc bracing.
OTHERS 2x4 SP No.3(flat)
REACTIONS. All bearings 6-9-8.
lb) - Max Grav All reactions 250 Ili or less at joints) 12, 7, 8, 9, 11, 10
FORCES. (Ili) - 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-" 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.
Sirongbacks to be attached to walls at their outer ends or restrained by other means.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op.any electronic copies.
IJoi' 1irgVelez:PEN.,,,,,
IliTef{,115As IIIc FL eit 66, 6'9114i,619r•Eekawlian -;FL'•33810i.
i0:eli,]r 'ti --
January 24,2018
O WARNING - VeAy daslpn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WFT4T3 rev. /601ITQ015 BEFORE USE. t_1=3
Design valid for use only with MrrekO connWors. This design is based only upon parameters shown, and is for an individual Wilding component, not
a truss syslem. Before use. the budding designer must vent' the applicability of design parameters and property incorporate this design into the overall
Wilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanere bracing
13 always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the WITM
fabrication, storage. delivery, erection and bracing of busses and truss systems, ace ANSInPri Quality Criteria, DS049 and SCSI Building Component 6904 Parke East Blvd,
Safety Information available from Truss Plate Institute. 218 N. Lot Street, Suite 312. Alexandria, VA 22314 Tamps, FL 36610
Job Truss Truss Type Oty Ply Park Sq Hm/Cypress-A 3449
T13038371
P3449A F16 ROOF TRUSS 1 1
Job Reference Optional)
Mid -Florida Lumber, Barlow, FL.
6x6 = 34 II
8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 24 08:25.58 2018 Page 1
ID:3Zzgt9Rd82DXJg7e1c5ojiyRrR7-IhnBmi6F CX33k4m61U9so3l7gLNOHOgM7nRVIzsC87
3.6 II ex6 =
Scale - 1:10.9
10 kL
3x3 11 3x3 11
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/de0 Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) -0.02 6-7 >999 360 MT20 2441190
TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(CT) -0.03 6-7 >999 240
BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT) 0.00 5 n/a n/a
BCDL 5.0 Code FBC2017ITPI2014 Matrix-S Weight: 41 lb FT = 20%F, 1196E
LUMBER- BRACING.
TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-" oc puffins,
BOT CHORD 20 SP No.2(flat) except end verticals.
WEBS 20 SP No.3(11at) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing.
REACTIONS. (lb/size) 9=38810.3-0, 5=552/Mechanical
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-9=408/0, 4-5=553/0, 1-2=548/0, 2-3=548/0, 3-4-31910 BOT CHORD
7-8=0/548, 6-7=0/548 WEBS 4-
6=0/415, 1-8=01701, 3-6=304/0, 2-8-329/0 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-" 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) Hanger(
s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 171 lb down at 3-5-12, and 172 lb down
at 4-9-4 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 Increase=1.00 Uniform Loads (
pit) Vert. 5-
9=10, 1-4-100 Concentrated Loads (
lb) Verl: 10=
171(F) 11=172(F) This item
has been electronically signed
and sealed by
Velez, Joaquin, PE using a
Digital Signature. Printed copies
of this document are
not considered signed and
sealed and the signature must
be verified op,any
electronic qgpies. i5oli tiq/
Velez'PBl 6.1.A182rTek .iSA;•
trac" 56U 6904$rke'•
EekBh4 Sri FL•331 to iGatal r_..._
January 24,
2018 QWARMNG • VWW
daslpn paranni srs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101111.7477 rev. da0=015 BEFORE USE. Design valid
for use only with Mrekm 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 mull verify the applicab8rty of design parameters and property incorporate this design into the overall building design
Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent brann is always required
for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -N fabrication, storage• delivery,
erearon and bracing of trusses and truss systems, see ANSVITIt Owety Crharls, DS8-89 and SCSI Building Component 8904 Parke East Blvd Safety information available
from Truss Plate InstGNe. 218 N Lee Street. Suite 312, Alexandria. VA 22314, Tamps. FL 30610
Job Truss Truss Type Oy Ply
1ParkSqHm/
Cypress-A3449
T13038372
P3449A F17 ROOF TRUSS 2 1
Job Relerence o tonal
Mto+lonaa Lumoer, nanow, PL.
1
8
3x3 II
a.t 3U s bep t b ZUI / MI t etc mousules. Inc. vveo Jan do Ua:Za:bV ZU10 rage t
ID:3Zzgt9Rd82DXJg7e1 c5ojiyRrR?-rMLZ_27 Wlwlwlyg0?OODbOe4mutoZzbfWl BzsC86
F 1-3.0 i o--i
3xB =
34 = 2 11C3 II 3 tx9 II
34 = 3k3 =
7 6
4
5
34 II
Scale = 1.9 4
LOADING (psi)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
SPACING- 2-0-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Incr YES
Code FBC20171TP12014
CSI.
TC 0.12
BC 0.07
WB 0.08
Matrix-S
DEFL. in
Vert(LL) -0.00
Vert(CT) -0.00
Horz(CT) 0.00
loc) Weft Ud
7 >999 360
7 >999 240
5 file n/a
PLATES GRIP
MT20 244/190
Weight. 25 Ile FT = 20%F. 1196E
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc puriins,
BOT CHORD 20 SP No.2(flat) except end ventcals.
WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 100-0 oc bracing.
REACTIONS. (Ib/size) 8=181/Merhanicel, 5=1 81 /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.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op,any electronic egpies. 7oa irRtVelez'PENo'8182
MiTek)JSI)#'Iractit L•Cert66 a-'t^e'.-3'
69t14'PQ-rtia gEli d. Salfi Y0361D
iDyti;r_..._ {
January 24,2018
O WARNING • Verily design paameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI.747S rev. 10AUR015 BEFORE USE.
Design valid till use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use. the Willing designer must verily the applrcabfrry of design parameters and property incorporate this design Into the overall
Wilding design. Bracing indicated is to prevent buckling of mdwidual truss web and/or chord members only. Additional temporary and permanent bracing FirsinsalwaysrequiredforStabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the
fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TP17 Quality Clitoris, DS849 and 0051 Building Component 6904 Parse East Blvd.
Safety Information evaleble from Truss Plete Institute. 218 N Lee Street. Suite 312. Alexandria. VA 22314. Tamps. FL 36610
b Truss Truss Type Oty Py Park Sq HnVCypress-A 3449
rP3 T73038373
449A FT1 SPECIAL 1
f2 Job Reference (optional)
Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Wed Jan 24 08:26:09 2018 Page 1
ID:3Zzgt9Rd82DXJg7elc5ojiyRrR?-UoxL4TE90avMRO1G6Alo7OXm6?B581 RuDxXNczsC7y
I 33-
23-2-43-0-8 -2-
4 { 6.2-12 ( 9,34 12-3-12 + ty } 18.6 8 I 3-
06 3-0 8 3-083 2 30
II Sx10 = 1.50 II 4x6 = 15
16 Scale=
1,31.4 5x5 =
5x10 = 30 11 4x6 =
9-
n 9x1vm19un0 - Lx+ n oxo - If" n axe =
1
3-2 6-2-12 943.4 12-N2 15:a 1&B 113.2.4 3k3E 3 0 8 3-0 8 3-2-4 i Plate
Offsets (X.Y)- 15,D-2-8.0-3-41.112:0-4-12.0-5-4) LOADING (
psf) SPACING- 1-441 CS1. DEFL. in loc) Ildefl Ud PLATES GRIP TCLL
40.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) -0.49 11 >451 360 MT20 244/190 TCDL
10.0 Lumber DOL 1.00 BC 0.54 Verl(CT) -0.67 11 >328 240 MT20HS 1871143 BCLL
00 Rep Stress Inv NO WB 0.60 Horz(CT) 0.07 8 n/a n/a BCDL
5.0 Code FBC20171TPI2014 Matrix -MS Weight 204 lb FT = 20% LUMBER-
BRACING - TOP
CHORD 20 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins, BOT
CHORD 2x6 SP DSS except end verticals. WEBS
20 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 1040 oc bracing. 2-
14,2-12,4-12,4-10,6-10,6-0: 20 SP No.2 REACTIONS. (
Ib/slze) 14=3069/0-7-4, 8=3069/0-7.4 Max
Uplift 14=455(LC 4), 8=455(LC 5) FORCES. (
lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP
CHORD 1-14=-515/84, 1-2=525779, 2-3=11877/1743, 3-4=11877/1743, 4-5=11877/1743, 5-
6=11877/1743, 6-7=525179, 7-8=515/84 BOT
CHORD 13-14=115977844, 12-13=1159/7844, 11-12=2065/14187, 10-11=2065/14187, 9.
10=115977844, 8-9=1159/7844 WEBS
2-14=7673/1132, 2-12-624/4228, 3-12=901/151. 4-12=2422/366, 4-11=39/364, 4-
10=2422/366, 5-10=901/151, 6-10=624/4228, 6-0=7673/1132 NOTES-
1)
2-ply truss to be connected together with I Od (0.131'xW) 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 i1 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=15R, B=45ft, L=2411; eave=411; Cat. 11;
Exp B; End., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL-1.60 This item has been 4)
Provide adequate drainage to prevent water ponding. electronically Signed and 5) All plates are MT20 plates unless otherwise indicated. Sealed b Velez, Joaquin, PE yoa46) 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.Ops1 on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-" wide using a Digital Signature. will
to between the bottom chord and any other members. Printed Copies of this 8)
Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 455 lb uplift at joint 14 and 455 lb uplift document are not considered at
joint 6. 9)
Girder carries tie-in span(s): 7-0-0 from 0.0.0 to 1858 signed and sealed and the signature
must be verified LOAD
CASE(S) Standard oft any el,$ctronic gpies. 1)
Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform
Loads 15oa
l IqVele:'PEIo581d2 MTtif{ {
iSA,`Ifie' FL CeR 88 pit) FL•
73610 Vert1-7-330, 8-14=7 690r1'P.rlie`EeltBkd.Ttifi January
24,2018 O
WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WJ-7473 rw. 160=015 BEFORE USE. Design
valid for use only with MITek® connectors. This design is based only upon parameter sham. and is for an individual building component, not a
truss system. Before use, the bulldog designer must verily the applicability of design parameter and property incorporate this design rrso the overall budding
design. Brong indicated is to prover buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11UI isalwaysrequiredforstabddyandtoproverscollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the rbncalion,
gorge, delivery, erection and bracing of trusses and truss systems, see ANSIrtPN Quality Criteria, DSBA9 and SCSI Building Component 6904 Parka East Blvd. Safely
Information available from Truss Plate InslaNe. 218 N. Lee Street. Sue& 312. Alexandria, VA 22314. Tamps, FL 36610
Job Truss Truss Type Oty Ply Park Sq HmiCypress-A 3449
T13038374
P3449A FT2 ROOF TRUSS 1
3 Job Reference (optional)
Mid -Florida Lumber, Bartow, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 24 08:26:10 2018 Page 1
ID.3Zzgt9Rd82DXJ97e 1 c5oi'ryRrR?•y_Vjl pFn9u2MVa?3pgi_LKZhGWMRgYBb7sh4v3zsC7x
7.1-0 &4-72 11-8-8 14114 18-5-12
2 5 8 2-3 12 2.3.12 2.3.12 214 2-372 2S8
2x4 II 7x10 = 1 5x4 II 4X9 =
1s 20 11 axe = 20 II
4x6 =
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 40.0 Plate Grip DOL 1.00 TC 0.99
TCDL 10.0 Lumber DOL 1.00 BC 0.77
BCLL 0.0 Rep Stress Incr NO WB 0.99
BCDL 5.0 Code FBC2017f rP12014 Matrix -MS
1.50 II
Scale - 1.27.8
700 = 2x4 11
1 17 2 3 4 1B 19 54M = 6 7 20 B
4x4 = axe 20 11
05 =
DEFL. in (loc) I/deft Ud PLATES GRIP
Vel1(LL) -0.32 12-13 >600 240 MT20 244/190
Vert(CT) -0.46 12-13 >420 180
Horz(CT) 0.05 9 n/a n/a
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 2x6 SP DSS
WEBS 2x4 SP No.3 BOT CHORD
REACTIONS. (lb/size) 16=1873/0-7-4, 9=2135/0.7.8
Max Uplift 16=120(LC 4), 9=120(LC 5)
Max Grav 16=4062(LC 12), 9=5024(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=469/16, 2-3=13726/361, 3-4=137261361, 4-5=17035/436, 5-6=13779/362,
6-7=13779/362, 7-8=447H6
BOT CHORD 15.16=236/8697, 14-15z23618697, 13-141-451/17594. 12-13=451/17594, 11-12=436117035, 10.
11=236/8612, 9-10-236/8612 WEBS 2-16=-8906/
239, 2-15=0/1318, 2-14=135/5444, 4-14=-4167/114, 4-13=0/1695. 4-12=-605/33,
5-12=0/1326,5-11=3525/96,7-11--137/5593,7-10=011236, 7-9=8839/238
Weight: 275 lb FT -
20% Structural wood sheathing directly
applied or 2-1-0 oc puffins, except end verticals. Rigid
ceiling directly applied
or 10-0-0 oc bracing. NOTES- 1) 3-ply
truss
to be connected together with 10d (0.131"xr) 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 Die. Webs connected as follows:
20 - 1 row at 0-9-0 oc. 2) All loads are
considered equally applied to all plies, except d noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been
provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7-
10; Vuft=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft: B=4511; L=24ft: eave=off; Cat. 11, Exp B; Encl..
GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60 4) Provide adequate drainage
to prevent water ponding. 5) N/A 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 rd between the
bottom chord and any other members. 8) Provide mechanical connection (
by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 16 and 120 lb uplift atjoint 9. Continued on
page 2
This item has been
electronically signed and sealed
by Velez, Joaquin,
PE using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and
the signature must be verified
op,any electronic espies.
l;lotiq i n
Vele;'P ENt>8182 AiTek USA,'Irjc L
Celt 66 6904'P.irke'Es
Ir4 Te ;FL 73E10. iQetos r -+ January 24,
2018 0
WARNING - Verily dasipn
parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7477 rev. 109MIS BEFORE USE. Design valid for use
only wth MiTekS, connectors. This design is bored only, upon parameters shown, and is for an individual building component, not a truss system. Before
use, the building designer must verify the applicability of design parameters and property incorporate this design woo the overall budding design. Bracing indicated
building prevent buckling of
individual
truss web endior chord members only. Additional temporary and permanent bracing IgS1 ins skivays required for
pabdmy an0 to prevent collapse with possible personal injury and property damage. For general gudence regarding the fabrication, storage. delivery, erection
and bracing of trusses and truss systems. we ANSVrPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from
Truss Plats Institute. 218 N lie Street, Suite 312, Alexandria, VA 22314 Tamps, FL 36610
Job Truss Truss Type Oy Ply Park Sq HtNCypress-A 3449
T73038374
P3449A FT2 ROOF TRUSS 1 3 Job Reference (optional)
Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 24 08:26:10 2018 Page 2
ID:3Zzgt9Rd82DXJg7e1c5ojiyRrR?-y_wllpFn9u2MVa?3pgi LKZhGWMRgYBb7sh4v3zsC7x
NOTES-
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 689 lb down at 2-1-0, 350 lb down at 2-1-0, 689 lb down at 4-1-0, 350
lb down at 4-1-0. 689 lb down at 6-1-0, 350 lb down at 6-1-0, 689 lb down at 8-1-0, 350 lb down at 8-1-0, 689 lb down at 10-1-0, 350 lb down at 10-1-0, 689 lb down at
12-1-0, 350 lb down at 12-1-0, 689 lb down at 14-1-0, 384 lb down at 14-1-0, and 693 lb down at 164-0, and 498 lb down at 16-" on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-8=100, 9-16=10
Concentrated Loads (lb)
Vert: 16=21 9=316(F=184, B=131) 10=278(F=181, B=98) 21=269(F=-181, B=88) 22=269(F=181, B=-88) 23=269(F=181, B=88) 24=269(1`=181, 13=88)
25=269(Fz181, B=-88) 26=269(F=181, B=-88)
O WARNING . Varlly, daslpn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7477 rev. 10AtMIS BEFORE USE.
Design valid for use only with Mrrek® conneclors This design is based only upon parameters sham, and is for an individual building component, not MIN
a truss system. Before use. the budding designer must vent' the applicability of design parameters and properly incorporate this design into the overall
building design Bracing indicated is to preverd budding of individual truss web andfor chard members only. Additional temporary and permanent bracing 1 t:A
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 94 '
fabrication, storage, delivery, erechon and bracing of trusses and truss systems, ses ANSIrnill Quality Criteria, DS949 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plile Institute. 218 N Lee Street, Suite 312. Mexandna, VA 22314. Tamps, FL 36610
Job Truss Truss Type Oty Ply Park Sq HnVCypress-A 3449
T13038375
P3449A FT3 SPECIAL 1 3 Job Reference loplionall
Mid -Florida Lumber, Bartow. FL. 8,130 s Sep 15 2017 MTek Industries. Inc. Wed Jan 24 08;26:11 2018 Page 1
ID:3Zzgt9Rd82DXJg7el c5oiiyRrR7-OB35VBGPwBAD7kaGNXDDIY5vRw1YZ1 kkMWOdRVzsC7w
3.2.6 ra .3-1 + 9.3-11 1244 I 15812
3.2-6 3.0-10 34-10 3-0.10 3-2.6
3x4 II exe =
2 13
4x4 = 5x10 =
5
Scale = 1:26.3
3x4 II
5
12
x8 =
2x1 II Tile 7
Sx5 = - -- 2.4 II -- --
Ix -
LOADING (psf)
TCLL 40.0
TCDL 10.0
BCLL 0.0
BCDL 5.0
SPACING- 1-4-0
Plate Grip DOL 1.00
Lumber DOL 1.00
Rep Stress Inv NO
Code FBC2017RPI2014
CSI,
TC 0.71
BC 0.59
WS 0.84
Matrix -MS
DEFL. in
Vert(LL) -0.28
Verl(CT) -0.42
Horz(CT) 0.04
loc) I/dell Ud
9-10 >651 360
9-10 >436 240
7 n/a n/a
PLATES GRIP
MT20 2441190
Weight: 2571b FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc puffins,
BOT CHORD 2x6 SP DSS except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 1D-0-0 oc bracing.
REACTIONS. (lb/size) 12=3100/0.7.4, 7=3493/0-7-8
Max Uplift 12=414(LC 4), 7=397(LC 5)
Max Grav 12=3233(LC 2), 7=4707(LC 2)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-12=489/79, 1-2=550174, 2-3=13496/1528, 3-4=13496/1528, 4-5=14923/1505,
5-6=809/72, 6-7=507f79
BOT CHORD 11-12-1055/8743, 10.11=105518743, 9.10=1505/14923, 8-9=992/11235, 7-8=992/11235
WEBS 2-12=-8587/
1028, 2-11=0/294, 2-10=504/4981, 3-10=455/144, 4- 1 0=-1 967/150, 4-9 =8871323. 5-
9 =544/3962, 5-8=10811836, 5-7-10927/964 NOTES- 1) 3-ply
truss
to be connected together with 10d (0.131"IlY) 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 0-5-0 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 (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; VuB=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf, h=15f1; B=45ft; L=24ft; eave=oft. Cat. 11; Exp B; Encl.,
GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL0.60 4) Provide adequate drainage
to prevent water ponding. This item has been 5) N/A electronically
signed and 6) This truss hasbeendesignedfora10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed b Velez, Joaquin, PE y oa 4 7) This truss hasbeendesignedforaliveloadof20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide Using a Digital Signature.
will fit between thebottomchordandanyothermembers. 8) Provide mechanical connection (
by others) of truss to bearing plate capable of withstanding 414 Ile uplift at joint 12 and 397 lb uplift Printed copies of this at joint 7. document
are not considered 9) Girder comes tie-
in span(s). 7-0-0 from 0-0-0 to 15.6-12 signed and sealed and the signature must be verified
Continued on page 2
otl,any electronic eQpies. JoaQq}}1tiRrVelez'PENo 68182,
69114'P rka':Eeit6k4Ttifn
FL 73610. January 24,2018 AWARNING -
Verity AW9. Parameters
and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE ae1.7473 rev. 186341013 BEFORE USE. ` Design valid for use
only wih Mrrek® conneclors. This design Is based only upon parameters shown, and is for an Individual bukding component, not a truss system. Before
use, the budding designer must verily the applicabday of design parameters and property Incorporate this design snit the overall building design. Bracing miliea11d
le 10 prevent buckling of milmdual truss web andfor Chord members only. Additional temporary and permanent bracing ON[ is 8' Ways requiredforal=blity and to prevent collapse with possible personal injury and property damage. For general evidence regarding the fabrication, storage. delivery, erection
and bracing of trusses and truss systems, we ANSLITIM Duality Criteria, DSB-69 and SCSI Building Component 61104 Parke Fast Bald. Safety Information available from
Truss Plate Insteute, 218 N. Lee Street. Suite 312. Abxandne. VA 22314. Tamps, FL 36610
Job Truss Truss Type Oty Ply Park Sq HmfCypress-A 3449
T130311375
P3449A FT3 SPECIAL 1 3 Job Reference (Optional)
Mid-Flonda Lumber, Banow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Jan 24 08:26:11 2018 Page 2
ID:3Zzgf9Rd82DXJ97e1c5ojiyRrR?-OB35VBGPWBAD7kaGNXDDIY5vRw1YZ1kkMWOdRVzsC7w
NOTES-
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 616 lb down and 89 lb up at 5-11-8, 174 lb down at 3-7-8, 174 lb
down at 4-11-0, 546 lb down at 7-11-8, 546 lb down at 9-11-8, 546 lb down at 11.8-0. 873 lb down at 12-6-12, and 692 lb down at 13-1-0, and 694 lb down at 14-9-8
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 (plf)
Vert: 1-6-311. 7-12=7
Concentrated Loads (lb)
Vert 10=616(B) 8=235(B) 14=43(B) 15=-43(B) 16-144(B) 17-144(B) 18-144(B) 19=184(B) 20=185(1!1)
WARNING • Vedry dssfpn paremalersand READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MIFT477 m. 1007ROIS BEFORE USE. Design
vabd for use only with MiTekm connectors. This desgn 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 prop" incorporate this design into the overall budding
design Bracing Indicated isto prevent buckling of individuel truss web andfor chord members only Additional temporary and pemtanero bracing NOW rs alwaysrequiredforStabilityandtoprevarocollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingtheLL7761rlLc1,3} fabrication. storage.
delivery, erection and bracing of vussss and truss systems, "a ANSVrPn Quality Criteria, DSBa9 and BCSI Building Component 6904 Parke East Bud. 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 Hm0Cypress-A 3449
I T13038376
P3449A FT4 FLOOR 1
2 Job Reference (Optional)
Mid -Florida Lumber, Banow, FL. 8,130 s Sep 15 2017 MiTek Industries. Inc. Wed Jan 24 08:26:11 2018 Page 1
ID:3Zzgt9Rd82DXJg7el c5ojlyRrR?-OB35VBGPwBAD7kaGNXDDtY5yBwfhZ6zkMWOdRVYsC7w
2$4 5-1.15 7.9.9 10.5-4 12-11-8
2-6-4 2.7.11
1
2.7.11 2.7.11 2-6-4
20 It 4xe = 150 II 4x8 =
Scale = 1.21.8
20 11
6x6 = 300 II 4x4 = 300 II 6x6 =
LOADING (psf) SPACING- 1.4-0
TCLL 40.0 Plate Grip DOL 1.00
TCDL 10.0 Lumber DOL 1.00
BCLL 0.0 Rep Stress Incr NO
BCDL 5.0 Code FBC2017/rP12014
LUMBER -
TOP CHORD 20 SP No.2
BOT CHORD 2x6 SP No.2
WEBS 2x4 SP No.3
REACTIONS. (lb/sae) 12=2998/0-3-8, 7=878/Mechanical
CSI, DEFL. in loC) Ildefl Ud PLATES GRIP
TC 0.53 Vert(LL) -0.11 10 >999 360 MT20 244/190
BC 0.96 Vert(CT) -0.15 10 >953 240
WB 0.57 Horz(CT) 0.02 7 n/a n/a
Matrix -MS Weight: 137 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc purllns,
except end verticals.
BOT CHORD Rigid Ceiling directly applied or 10." oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=35010, 2-3=3960/0, 3-4=3960/0, 4-5=3960/0
BOT CHORD 11-12=0/4869, 10.11-0/4669, 9.10=0/3960, 8-9=0/1821, 7-8=0/1821
WEBS 2-12=4873/0, 2-11=0/2078, 2-10=1192/0, 4-9=295/0, 5-9=0/2331, 57=1845/0
NOTES-
1) 2-ply truss to be connected together with 10d (0.131' x3") nails as follows
Top chords Connected as follows: 20 - 1 row at 0-9-0 oc.
Bottom chords Connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc.
Webs connected as follows: 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 (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated.
3) Unbalanced floor live loads have been Considered for this design.
4) Refer to girder(s) for truss to truss connections.
5) 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.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2065 lb down at 2-6-4 on
bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=l 00
Uniform Loads (plf)
Vert: 1-6=67, 7-12=7
Concentrated Loads (lb)
Vert 11=2065(F) 13=882
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op,ajly electronic copies.
Joaq!l r4rVelez
Iqc
PE lo561d2
M7eF.15A L Cert 68 _
6904'P'iki`•EekBlvd S fn FL'•736.10
January 24,2018
O WARNING - verily deslpn parameters and READ NOTES ON THIS AND INCLUDED WITEK REFERENCE PAGE 44w7473 rev. tOat3R01S BEFORE USE.
Design valid for use only with MTekla connectors This design Is based Only upon parameters shown. and is for an individual budding component. not
a truss system Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall MR
budding design. Bracing indicated is to prevent budding of individual truss Web and/or chord members only. Addaronal temporary and permanent breang NOWrsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthex
fabrication, storage, delivery. erection and bracing of trusses and truss systems, we ANSIrrPn Quality Crlterla, DSBa9 and SCSI Building Component 6904 Parka Fast Blvd
Safety Information available from Truss Piro Instaule. 218 N. Lee Street. Sure 312. Mexonana, VA 22314. Tampa, FL 35610
Job Truss Truss Type l]ty Ply Park Sq Hm/Cypress-A 3449
T73038377
P3449A FT5 SPECIAL 1 3 Job Reference(optional)
Mid -Florida Lumber, Benow, FL. 8.130 s Sep 15 2017 Mi rek Industries, Inc. Wed Jan 24 08:26:12 2018 Page 1
ID,3Zzgt9Rd82DXJg7e 1t.5ojryRrR?-uNdUiUH 1 hV14ku9SxFkSOle1 RJ381XLuaAAB7)¢sC7v
3-1-14 6.2.0 9-2-2 12-4-0
3-1-14 3-0.2 3-0-2 3.1-14
5x12 1.Sx4 II 5x12 =
Scale a 1.21.5
4x4 II
5x6 MT20HS = 5x6 MT20HS =
I 31.14 i 6-2-0 9.2-2 12-" 1
3.1.14 3.0.2
I
3.0-2 3.1-14
Plate Offsets (X,Y} 15:Edne,0-3-81
LOADING (PSI) SPACING- 1-4-0 CSI, DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) 0,22 8 653 360 MT20 2441190
TCDL 10.0 Lumber DOL 1 00 BC 0.69 Vert(CT) 0.36 8 403 240 MT20HS 1571143
BCLL 0.0 Rep Stress Ina NO WB 0.69 HOrz(CT) 0.05 6 n/a n/a
BCDL 5.0 Code FBC2017/TPI2014 Matrix -MS Weight: 204 Ib FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No 1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purfins,
BOT CHORD 2x6 SP DSS except end verticals.
WEBS 20 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
2-10,2-6,4-8,4.6 20 SP No.2
REACTIONS. (lb/size) 10=6541/1-0.8, 6-6816/Mechanicel
Max Uplift 10=1117(LC 4), 6=1065(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-10=1 021/169,1-2-1143/197, 2-3-19491/3119. 3-4=19491/3119, 4-5-1152/181,
5.6=1026/167
BOT CHORD 9-10=2552/15273, 8-9 =2552/15273, 7-8=2437115470. 6-7=2437115470
WEBS 2-10=1482912471, 2-9=356/1205, 2-8--606/4427, 3-8=1766/291, 4-8=726/4220,
4-7-283/1544, 4-6=150262368
NOTES.
1) 3-ply truss to be connected together with IOd (0.131'k3") nails as follows.
Top chords connected as follows: 2x4 - 1 row at 0-7-0 cc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 cc.
Webs connected as follows: 20 - 1 row at 0-9-0 cc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vub=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf, BCDL-3.Opsf; h=1511; B=45ft; L-2411t, eave=4ft; Cat.
11; Exp B; Encl.. GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
4) Provide adequate drainage to prevent water ponding. This item has been
5) All plates are MT20 plates unless otherwise indicated. electronically Signed and6) This truss has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live loads. Sealed b Velez, Joaquin, PEyoa47) 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
Digital Signature. will rd between the bottom chord and any other members. using a
8) Refer to girder(s) for truss to truss connections. Printed Copies of this
9) Provide mechanical connection (by others) of truss 10 bearing plate capable of withstanding 1117 lb uplift at joint 10 and 1065 lb document are not considered
uplift at joint 6 signed and sealed and the
10) Girder carries tie-in span(s)• 18 8 0 from 0.0-0 to 12-4-0
signature must be verified11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 559111 down and 200 Ib up at
1-4-12, 859111 down and 203 lb up at 3-4-12, 1079 lb down and 146I11 up at 5-4-12. 1079 lb down and 146 Ib up at 7-4-12, and Qo any e!pctronic copies.
1079 lb down and 146 lb up at 9.4-12, and 1080 lb down and 145 lb up at 11-4-12 on bottom chord. The design/selection of such lucKliftVele::PENo* 61E2 M
Ttl{ SAi'Ipe':fl Celt 6l54 connectiondevice(s) is the responsibility of others. 69Qi1'
P0'ilia`EeiCBkd.Tdfn LOAD
CASE(S) Standard Defer r. -;F03610.
January
24,2018 onanueo
on page 2 O
WARNING - Verily design Peramerera end READ NOTES ON THIS AND INCLUDED a11TEK REFERENCE PAGE ae1.7473 rev. 10M.W015 BEFORE USE. Design
valid for use only with Mrrekm 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 vertfy, the applicability of design parameters and properly Incorporate this design into the overall building
design Bracing indrealed is to prevent buclduq of mdn idual truss web andfor Chord member only. Additional temporary and Permanem bracing II191„ is
always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i i N fabrication,
storage, delivery. erectldn and bracing of trusses and truss syslems, am ANSIlIPIt Dual ty Criteria, DSB-te and SCSI Building Component e004 Parke East Blvd holey
Information available from Truss Plate Insi4uie. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Temps. FL 36610
Job Truss Truss Type Oty Ply Sq HrtVCypress-A 3449
T13038377J'aab"ReferenceP3449AFT5SPECIAL13 optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industnes, Inc. Wed Jan 24 08:26:12 2018 Page 2
ID 3Zzgt9Rd82DXJg7e 1 c5ojryRrR7-uNdUiUH1 h%A4ku9SxFkSOle t RJ381XLuaAABzxzsC7,v
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Van: 1-5=642, 6-10=7
Concentrated Loads (Ib)
Vert. 9=859(B) 7=957(B) 13-859(B) 14=-957(8) 15=957(B) 16=958(1!1)
AWARWNG - Varffy design pomm im and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE W67473 raw. 100=015 BEFORE USE.
Design valid for use only won Wake, connectors. This OesOn is based only upon parameters sham, and is for an individual budding component, not
a truss system. Before use, the building designer must verdy the applicabiiny of design parameters and properly incorporate this design into the overall
budding design. Bracing indicated is to provers bucMing of individual truss web and/or chord members only. AddrUonal temporary and permanem bracing IfisalwaysrequiredMrstabsliyandtopreventcollapsewdhpossiblepersonalinjuryandproperlydamage. For general guidance regarding the
fabrication, slorage. delivery, erection and bracing of trusses and truss systems, we ANSVTPII Quality Criteria, DSB49 and SCSI Building Componem 6904 Parke Fast Blvd.
Safely Intonation available from Truss Plate Insmrne. 218 N. Lee Street. Sun* 312. Mexandna. VA 22314 Tamps, FIL 36610
b Truss Truss Type Oy Ply Perk Sq Hm/Cypress-A 3449
fT13038378rP3449AFT6FLOOR12JobRelerenceo6onal
Mid-Flonda Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc. Wed Jan 24 08:26 13 2018 Page 1
ID:3Zzgt9Rd82DXJg7e 1 c5o)iyRrR?-MZBswgWSpOxM2keVyF hyzBG710O 1wG 1 pgvkWOzsC7u
t-tt a 44-8 69$i B-9-0
1.11$ 2-5-0 2.5-0 1.11-8
1
5xg =
2.5 II
LOADING (psi) SPACING- 1-44)
TCLL 40.0 Plate Grip DOL 1.00
TCDL 10.0 Lumber DOL 1.00
BCLL 0.0 Rep Stress Incr NO
BCDL 5.0 Code FBC2017lrP12014
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 2x6 SP DSS
WEBS 2x4 SP No.3 Except*
1-9,5-7. 2x4 SP No.1
REACTIONS. (lb/size) 10=5756/0.48, 6=2796/0-4-8
Scale - 1.16.4
tx4 II 5x9 =
CST. DEFL. in loc) Udell . Ud PLATES GRIP
TC 0.70 Vert(LL) -0.06 8-9 >999 360 MT20 2441190
BC 0.62 Vert(CT) -0.12 8-9 >828 240
WB 0.90 Horz(CT) 0.02 6 n/a n/a
Matnx-MP Weight' 98 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc puffins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-10=-4616/0, 1-2=8359/0, 2-3=8359/0, 3-4=-4414/0, 4-5=441410, 5-6=2416/0
BOT CHORD B-9=018334, 7-8=0/8334
WEBS 1-9=0/9456, 2-9=997/0, 3-8=0/1285, 3-7=4218/0, 5.7=014993
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"xY) 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 0-2-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are Considered equally applied to all plies, except N 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) 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) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 576 lb down at 0.11-12, 692 lb
down at 1.6-12, 3503 lb down at 1-10.12, 692 Ile down at 3-6-12, and 692 lb down at 5.6.12, and 692 Ile down at 7-&12 on bottom
chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead i Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00
Uniform Loads (plf)
Vert: 1-5=67, 6-10=7
Concentrated Loads (lb)
Vert: 9=3503(5) 2-1084 11=576(B) 12=-092(F) 13=-692(F) 14=692(F) 15=692(1`)
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op.any electronic copies.
Jodt linrJVele;'PENb;@E782
liTek iS9;'Ipti'+FL deft 86
8904p1 e•Ee tBkdTe FL•73610.
iGefe 'v
January 24,2018
AWARNING • Verily design Parameters and READ NOTES ON THIS AND INCLUDED IKITEK REFERENCE PAGE WI.7473 rev. 10M.M1913 BEFORE USE.
Design valid for use only with MiTekdp connectors. This design is based only upon parameters shown, aid is for an individual budding component, not
a truss system Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buiding of individual truss web and/or duvd members only. Additional temporary and permanent bracing µA
is shvays required for slabWy and to prevent collapse with possible personal injury and property damage For general guidance regarding the 115'
fabrication, storage, 00very, erection and bracing of Trusses and true systems, see ANSVTMI Quality Criteria, OSaa9 and SCSI Building Component 6904 Parke Fast Blvd.
Safety Information available from Truss Pbae Institute. 218 N. Lee Street, Suoe 312, Alexandria, VA 22314, Tamps. FL 36610
b Truss Truss Type Oy Ply
rP3 IParkSqHnVCypress-
A3449
T13038379
449A G1 COMMON 6 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Jan 24 08:26:13 2018 Page 1
ID•3Zzgt9Rd82DXJg7e1c5ojiyRrR1-MZBswgHfSpOxM2keWFhyzBKMjNE 15zl pgvkVJOzsC7u
94.0 134-2 F 18$0 {
1.0.0 4-11.11 4-4-2 4-4-2 4.1144 1-0-0
40 =
4x4 =
34 =
40 =
Scale = 1.331
Ja
9-4.0 9."
LOADING (pst) SPACING- 2-0.0 CSI. DEFL, in loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.12 8-14 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.27 8-14 >828 180
BCLL 0.0 ' Rep Stress Inv YES WS 0.22 Horz(CT) 0.04 6 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 81 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-5 oc puffins.
BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-65-11 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (lb/sae) 2=80710.3.8, 6=807/0-3-8
Max Harz 2=64(LC 11)
Max Uplift 2=220(LC 12), 6=220(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1442/471, 3.4=1073/349, 4-5=10731349, 5.6=1442/471
BOT CHORD 2-8-365/1312, 6-8-379/1312
WEBS 4-8=115/565, 5.8=427/218, 3-0=427/218
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf: h-25ft; B=45ft; L=24ft; eave=411; Cat.
II; Exp B; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -14)-0 to 2.0-0, Interior(1) 2-0.0 to 9-4-0, Exlenor(2) 9-4-0 to
124-0 zone,C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tell by 2.0.0 wide
will fit between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 lb uplift at joint 2 and 220 Ill uplift at
joint 6.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
on,any electronic c pies. 0" VeI- -PENb:681d2
r.,
Mire
Srifn FL•S{.
y'Igc':FL Ceit8833610. 6994'P Fk'a`EeitBkA iGite'
r •+ -- r'
yJ January
24,2018 AWARNING -
verily design pir.mervs and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE 016747.1 rev. /007R015 BEFORE USE. Design
valid for use only with MTelt® ConaeQOrs. This design 6 based only upon parameters sham, and is for an individual building Component, no a
truss system. Before use, the budding designer must vent' the applicability of design parameters and properly invorponne this design into the overall to building
design. Bracing initialed is to prevent budding of individual truss web andlor Word members only. Additional temporary and permanent bracing 111±I.,T" 13
sh/ays required for stability and 10 prevent Collapse wah possible personal mrury and properly damage. For general evidence regarding the U i lll fabrication,
storage, delivery. erearon and bracing of busses and truss systems, we ANSIITRI Quality Criteria, D58119 and BCSI Building Component 6904 Parke East Blvd. Safety
Information available from Truss Plate Instaute. 218 N. Lee Street. Sure 312, Alexandria. VA 22314. Tamps, FL 36610
Job ss Truss Type Oty Ply Sq Hm/Cypress-A 3449
TG2
ark
T13038380
P3449A COMMON 3 1
ob Reference (oolionaij
Mid-Flonda Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc. Wed Jan 24 08:26:14 2018 Page 1
ID 3Zzgt9RdB2DXJg7elc5ojiyRrR7-qmIE7AIHD6Yo Clg2tmvAfA)Vy7jomYLA2Un2gzsC71
4$14 ) 9.1.0 1X5.2 ( 18-5.4 11
414 4a-2 44-2 4-11-14 1-0-0
Scale, 31rzV
4x4 =
la
3x4 = 3x9 =
40 =
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.12 7-13 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.27 7-13 >806 180
BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.03 5 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight. 78 lb FT - 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purling.
BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-6-2 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (Ib/size) 1=735IMechanical, 5=798/0.3-8
Max Horz 1=65(LC 10)
Max Uplift 1=174(LC 12), 5=219(LC 12)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=13951476, 2-3=1046/353, 3-4=1048/342, 4-5=1418/476
BOT CHORD 1-7=368/1251, 5-7=384/1291
WEBS 3-7=120/544, 4-7=427218, 2-7=390/206
NOTES -
I) 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=24ft, eave=4ft; Cat.
II; Exp B; End., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Intenor(1) 3-" to 9-1-0, Exterior(2) 9.1-0 to
12-1-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will rd between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 1 and 219 lb uplift at
joint S.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
go ppy eloctronic copies.
loa l IrtVelez PENo i 8142,
OYef{ 11SAi Ipc^FL Cerl BB.
8904'P rlii:EeicBlwdTe- 'FL•7361D.
iQiiid
January 24,2018
O WARNING • VaAly design paramet. and READ NOTES ON THIS AND INCLUDED 4eTEK REFERENCE PAGE WO.7473 rev. 10403/2015 BEFORE USE.
Design valid for Use only with Wake, connectors. Tiffs design Is based only upon parameters shown. and is for an individual budding component, not
a truss system. Before use• the budding designer must vent' the applicability of design parameters and properly incorporate this design into the overall
budding design. Bracing Indicated is to prevent buctdnng of individual truss web and/or chord members onty. Additional temporary and permanent bracing
its slways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 4t
lebncinon, storage, delivery, erection and bracing of Innings and truss "am&, we ANSVTPI7 Quality Criteria, DS549 and BCSI Building Component 6904 Parks Fast BIM
Safely Information available Imm Truss Plate Imtatlte, 218 N. Lee Street. Sung 312, Alexandria. VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Scl Hm/Cypress-A 3449
T13038381
P3449A G3 HIP 1 1
Job Reference o lional
Mid-Flonda Lumber, Benow. FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Wed Jan 24 08:26:15 2018 Page 1
ID:3zzgt9Rd82DXJg7ete5ojlyRrR?-IykLWJw OgfbMticNH92OGgpX3MYKG8oraGzsC7s
941-0
1.00 4•a-14 4.2-2 4.2.2 4-Q.14 1-00
0."
Scale - 1:33.7
40 =
exit =
3x8 =
a."
4x4 =
la
0"
0.4.0
a•00
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Veri(LL) -0.12 8-14 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.27 8-14 >836 180
BCLL 0.0 ' Rep Stress Ina YES WB 0.21 Horc(CT) 0.04 6 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 81 lb FT - 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-1-6 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (Ib/sae) 2=807/0.3-8, 6=807/0.3-8
Max Horz 2=63(LC 11)
Max Uplift 2=220(LC 12), 6=220(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=1455/510, 3-4=1086/368, 4-5=1086/368, 5-6=14551510
BOT CHORD 2-8=40911327, 6-8=417/1327 WEBS 3-8=425/
239, 5.8=425/239, 4-8=110/548 NOTES - I) Unbalanced roof
live
loads have been considered for this design. 2) Wind. ASCE 7-
10; Vuh=140mph (3-second gust) Vosd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h-25ft; 8=4511; L-24111, eave=4tt; 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 9-4 . Extenor(2) 9-4-0 to 13.6-15 zone;
C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) This truss has
been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has
been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fid between the
bottom chord and any other members. 5) Provide mechanical connection (
by others) of truss to bearing plate capable of withstanding 220 lb uplift at joint 2 and 220 lb uplift at joint 6. This item
has been
electronically signed and sealed
by Velez, Joaquin,
PE using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and
the signature must be verified
op,a ,y elpctronic
copies. 17oi.Quyllr.Velez PE
Io:R I plirift {f SA fpc°FL Left 66_ 69114P9 a`EeiTBkd Tefn
iFL•336100.. iGete " January 24,2018
0
WARNING - Verfry design
parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 4e1.7473 rev. 140MIS BEFORE USE. Design valid for use
only with Mrrekt connectors This design is based only upon parameters shWh. and is for an individual building component, not a was system. Before
use, the building designer must vent' the applicability of design parameters and properly incorporate this design Into the overall bwldmg design. Bracing indicated
is to prevent buctdrng of indwidual truss web andfor chord members only. Additional temporary and permanent bracing 111 is always regwred for
stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the NOW Hbnuhon. storage, debvery, erection
and bracing of trusses and truss "arms. an ANSVrPh Quality Criteria, DS849 and BCSI Building Component 69W Parke Fast Blvd. Safety Information available from
Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandria. VA 22314 Tampa, FL 35610
Job Truss Truss Type Oty Ply Park Sq Hrn/Cypress-A 3449
T13038382
P3449A G4 HIP 1 1
Job Reference (optional)
Mid -Florida Lumber, Bartow. FL 8.130 s Sep 15 2017 MTek Industries. Inc. Wed Jan 24 08.26:16 2018 Page 1
I D:3Zzgt9Rd82DXJg7e 1 c5oiiyRrR7-nBs_YsKYIkpW DVSDA4oOabpiZxOyETYTVo8O6izsC7r
1-0-0 , 3-g-14 7-0.0 11$O ) 14J 2 1B-BO 19-8-0 ,
1.0.0 39 14 3 2.2 4-" 3.2-2 3 9 74 1-0-0
4x6 =
Scale - 1.33 7
4X5 =
4x6 = 3xe = 40 = 30
4x8 =
74).0
LOADING (psf) SPACING- 2-0-0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 1.00
TCDL 10.0 Lumber DOL 1.25 BC 0.76
BCLL 0.0 Rep Stress Incr NO WB 0.16
BCDL 10.0 Code FBC2017/rP12014 Matnx-MS
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 20 SP No 1
WEBS 2x4 SP No.3
REACTIONS, lb/size) 2=1576/0.3-8, 7=1576/0.3-8
Max Horz 2=50(LC 6)
Max Uplift 2-547(LC 8), 7=-547(LC 8)
Max Grav 2=1707(LC 15), 7=1707(LC 15)
DEFL. in (loc) I/deft Ud PLATES GRIP
Vert(LL) 0.12 9-il >999 240 MT20 2441190
Vert(CT) -0.25 11-14 >897 180
Horz(CT) 0.07 7 n/a n/a
Weight 87 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 6-1-1 oc bracing.
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=3684/1238, 3-4=-3483H210, 4-5=3216/1140, 5-6=3484/1210, 6-7=3684/1238
BOT CHORD 2-11=107713410, 9-11=1031/3216, 7-9=107713389
WEBS 3-11=268/59, 4-11-0/427, 5 9=0/427, 6.9 =268/58
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=24ft; eave=4ft; Cat.
11, 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 noneoncurrent 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 frt between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 547 Ib uplift at joint 2 and 547 lb uplift at
joint 7.
7) Girder carries hip end with 7-0-0 end setback.
8) Henger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5681b down and 2751b up at
11-", and 568 lb down and 275 lb up at 7-0-0 on top chord. The design/selection of such connection device(s) is the
responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25
Uniform Loads (plf)
Vert: 1-4 W. 4-5=-131(F-71), 5-8=60, 12-15=-44(F=24)
Concentrated Loads (lb)
Vert: 4=385(F) 5=385(F)
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op,eny electronic e24pies. JoagyigVele;'PBNo;Ct818
liTek 1`3A;•Iitc L eR686!)04'P rka:f:eiLBltrd.TaRl ;FL•7 610
iDate;r
January 24,2018
AWARNING • Verily design paremerent end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 41111.7473 rev. 1893rmfS BEFORE USE.
Design valid for use only with Mnelra connectors This design is based only upon parameters shown. and is for an rndMdual building component, not
a truss system. Before use, the building designer must verily the applicability of design parameters end property mcorporate this design into the overall
building design Bracing indicated is to prevent budding of indrodual truss Web andfor chord members only. Additional temporary and permanent bracing t
is always required for slabey and to prevem collapse with possible personal injury and property damage. For general guidance regarding the Y
fabrication, storage, delivery. erearon and bracing of trusses and truss systems. me ANSIRPI'l Oually Crttedn. D5849 and BCSI Building Component 5904 Parke Emit Blvd
Safety Information available from Truss Plate Infante, 218 N Lee Street. Sucre 312. Nexandna, VA 22314. Tampa, FL 36610
b Truss Truss Type Oty P ly PerkkStj Hm/Cypresa-A 3449
rP3 T73038383
449A H1 COMMON 20 1
Job Reference o tronal
Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 Mirek Industries. Inc. Wed Jan 24 08.26.16 2018 Page 1
ID.3Zzgt9Rd82DXJg7e 1c5ojiyRrR?-nOs_YSKYlkpWDVSDA4oOabpsYxVXEUWrVo8O6izsC7r
t-0.0 S80 11-4
t-0-0 580
I -0
5-"
i
Scale a 1:19.8
4x4 =
4
30
30 =
580 580
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP
TCLL 200 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.04 5-8 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.08 5-8 >999 180
BCLL 0.0 Rep Stress Inv YES WS 0.10 Horz(CT) 0.01 4 n/a n/a
BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Weight: 40 lb FT - 200A
LUMBER- BRACING -
TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling.
BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 20 SP No.3
REACTIONS. (lb/size) 4=451MIechanical, 2=516/0-3-8
Max Harz 2=42(LC 11)
Max Uplift 4=106(LC 12), 2=152(LC 12)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown,
TOP CHORD 2-3=726/287, 3-4=713/300
BOT CHORD 2-5-203/621, 4-5-2031621
WEBS 3-5=20/265
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=25R; B-4511; L-24111; eave=oft, Cat.
II; Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interor(1) 2-0-0 to 5.8.0, Exterior(2) 5-0-0 to
8-8-0 zone,C-C for members and forces d MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60
3) This truss has been designed for a 10.0 psf bosom chord live bad nonconcurrent with any other live loads.
4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will to between the bottom chord and any other members.
5) Refer to girder(s) for truss to truss connections.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 4 and 152 lb uplift at
joint 2.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op,any electronic copies.
17oa1%Velss'PEN0.66182 i 6i1%
7S9,L' i - -
6904'P ika'EakBlvdTefn F473610 iData;`
January
24,2018 0
WARNING • Vmpfly, design panmarers and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WF7473 rev. 100=R015 BEFORE USE. Design
valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an mndrVdual budding componem, not a
truss $plain Beer* use. the building designer must vent' the applicability of design parameters and property incorponne this design into the overall budding
design Bracing indicated is to prevent buckling of indNWual truss Web and/or chord members only. Additional temporary and permanent bracing NOW rsalwaysrequiredforstabilityandtopreventcollapsewithNpossiblepersonalinjuryandpropertydamage. For general guidance regarding the n.3fabrication.
storage, delivery, ereGnon and bracing of trusses and truss systems. see ANSVTPR Quality Criteria, DSB-a9 and BCSI Building Component 6904 Parke East Blvd. Safety
Information available from Truss Plate Insmule. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 36610
Job Truss Truss Type Ply Perk Sq Hm/Cypress-A 3449
10ty I T73038384
P3449A H2 HIP 1 1
Job Reference(Optional)
Mid-Flonda Lumber, Bartow, FL. 8130 s Sep 15 2017 Wait Industries, Inc. Wed Jan 24 08:26:17 2018 Page 1
ID:32zgt9Rd82DXJg7e 1 c5ojtyRrR7-F KONmCKAV 1 xMrf 1 PkoKd7pL 1 E KgtDOdkSt^sC7q
can B 4-0 11.4.0 12 4-0
54-0 } 14-0 5-0-0
40 =
3x4 =
410 =
30 =
Scale = 1 20.7
5.0-0 Ti-0 5-0-0
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.04 7-10 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.48 Ven(CT) -0.08 7-10 >999 150
BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(CT) 0.02 4 We We
BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Weight: 42 lb FT - 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1003 oc puriins.
BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.00 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (Ile/size) 1=640/Mechanicel, 4=70510.3.8
Max Hors 1-38(LC 6)
Max Uplift 1-153(LC 8), 4=-200(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=1206/296, 2-3=1089/295, 3-4=1207/297
BOT CHORD 1-7=206/1079, 6-7=204/1089, 4-6=206/1079
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-25ft; B=45ft; L=241t; eave=oft; Cat.
II; Exp B: Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will f4 between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 153 lb uplift at joint 1 and 200 lb uplift at
joint 4.
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 169 lb down and 167 lb up at
5-0.0, and 169 Ile down and 167 lb up at 6-4-0 on top chord, and 86 lb down at 5.0-0. and 86 lb down at 6-3-4 on bottom chord.
The design/selection of such connection device(s) is the responsibility of others. This item has been
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). electronically Signed and
LOAD CASE(S) Standard sealed by Velez, Joaquin, PE
1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 using a Digital Signature.
Uniform Loads (pit) Printed copies of this
Vert: 1-2=60, 2-3=-60, 3.5=60, 8-11=20 document are not considered
Concentrated Loads (lb) signed and sealed and the
Vert: 2 =122(F) 3=-122(F) 7 =67(F) 6=-67(F)
signature must be verified
op -any electronic copies.
7oaq njYele;.PENo 81tiZ.
MiTok USA, IOc FI: ert W34
6904'P rlii'EekBkd Se FG33 5
January 24,2018
WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEx REFERENCE PAGE W47473 rev. 100=015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building Compenem, not
a truss system Before use, the buildup designer must very the applicability of design parameters and property, incorporate this design 00 the overall
buit0mg design. Bracing indicated rs to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing '" 1.v
is always required for stabbty and to prevent collapse welt possible personal injury and property damage For general guidance regarding the RS
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria, OS949 and BCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Insidule, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610
Job Truss Truss Type Oty Ply Park Sit Hm/Cypfess-A 3449
T13038385IP3449AJSJACK21
Job Reference (optional)
Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Jan 24 08:26:18 2018 Page 1
ID:32zgt9Rd82DXJg7el e5ojiyRrR4-iX_IzYLoGL3DSpccMVrsfOuDnkDOiPamz6dVBbzsC7p
i
1-0-0 5.0-0
Scale = 1.14.9
20 =
5-0-0
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loll) I/dell Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.04 4-7 >999 240 MT20 2441190
TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.06 4-7 >987 180
BCLL 0.0 Rep Stress Incr YES WS 0.00 HOR(CT) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2017lrP12014 Matrix -MP Weight: 17 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0.0 cc purlins.
BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" cc bracing
REACTIONS. (Ib/size) 3=127/Mechanical, 2=264/0.3-8, 4=64/Mechanical
Max Horz 2.90(LC 12)
Max Uplift 3=58(LC 12), 2=-79(LC 12)
Max Grav 3=127(LC 1), 2-264(LC 1), 4=90(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES.
1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd-108mph, TCDL=4.2psf; BCDL=3.0psV,, h=25ft; 8=45ft; 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 4-11-4 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 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-" 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 58 lb uplift at joint 3 and 79111 uplift at
joint 2.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
o,0.any electrontc copies.
Ioa fiflrVele;:PENorz61d2
i
7e1{ U51.41vc FL ter166341
6904'P rlia'EaitBhdStifn 'FL•73610.
January 24,2018
AWARNING- Vartfildealim panmerara and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO.7473 rev. 10011MIS BEFORE USE. Design
valid for use only with MTelil) connectors. This design is based only upon parameters shown, and is for an Individual building component, not a
truss system. Before use. the Wilding designer must vent' the applruWLly of design parameters and pop" incorporate this design into the overall building
design. Bracing indicated is 10 prevent bucMng of individual truss web and/or chord members only Additional temporary and permanent bracing 11 wT is
always required for stability and to prevent collapse with possible personal injury and popery damage. For general guidance regarding the i i lll fabrication.
storage. delivery, erection and bracing of trusses and truss eyslems, toll ANSIrrPII Owlity Criteria, DS949 and SCSI Building Component 6904 Parke East Blvd. Safety
Information available from Truss PING Institute. 21S N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36810
Job Truss Truss Type Oy Ply Park SitHm/Cypress-A 3449
T73038386
P3449A J5A JACK 8 1
Job Reference o lional
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 Well Industries, Inc. Wed Jan 24 08:26:19 2018 Page 1
I D:3Zzgt9Rd82DXJg7e 1 c5ojiyRrR?-BY7AuM011B44zaorOM5CEOJ38WE RsgwBmM3j 1 zsC7o
t-0 G 5-0-0
1-0-0 5-0-0
Scale - 1.22 2
40 11
LOADING (psf) SPACING- 2-0.0 CSI, DEFL. in loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.05 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.05 4-5 >999 180
BCLL 0.0 Rep Stress Incir YES WB 0.00 HOrz(CT) -0.11 3 nla n/a
BCDL 10.0 Code FBC2017frP12014 Matrix -MR Weight: 19 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puritns,
BOT CHORD 20 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=127/Mechanical, 5=271/0-8-0, 4=53/Mechanical
Max Harz 5=112(LC 12)
Max uplift 3"2(LC 12), 5=-37(LC 12), 4"(LC 12)
Max Grav 3-127(LC 1), 5=271(LC 1), 4=90(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind. ASCE 7-10, VuM=140mph (3-second gust) Vasd=108mph, TCDL=4,2psf; BCDL=30psf; h=15ft; B=45ft; 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, Intenor(1) 2-0-0 to 4-11-4 zone, end vertical
left exposed;C-C for members and forces 6 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 nonconcuffent 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 rd 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 62 lb uplift at joint 3, 37 lb uplift at joint 5
and 6 lb uplift at joint 4.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op,any electronic c gpies. 17otiqI!i}r 4Velez.PENe-' IiI2
IliTeft v$A I6c. FL Left 66 ,_
6901'P ilii EeitBkd. Telh `FLJ3610.
January 24,2018
0 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WF7473 rev. IOWMOIS BEFORE USE.
Design valid for use 9* with Mrfek% connectors. This design is based only upon parameters shown, and is for an individual building component, nal
a truss system. Before use, the budding designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing Iu.Aet 1
is always requ red for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 yil11 RS
lebncalon• storage. debvery, erection and bracing of trusses and truss systems, am ANSUrPI1 Dually Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexendna, VA 22314. Tamps, FL 36610
Job Truss Truss Type Ply Park Sq HmlCypress-A 3449
10ty I T13038387
P3449A J7 JACK 35 1
Job Relerence (optional)
Mid -Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 MITek Industries. Inc. Wed Jan 24 OB 26:19 2018 Page 1
I D:3Zzgt9Rd82DXJg7e 1 c5ojiyRrR?-BjY7AuM01 fB44zBorOM5CEOlbOUF RsgwBmM3j 1 zsC7o
1-0 0 7-0-0
1.0.0 7-0-0
30 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/den Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.12 4-7 715 240
TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.24 4-7 349 180
BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2017/rP12014 Matrix -MP
LUMBER- BRACING -
TOP CHORD 20 SP No.2
BOT CHORD 20 SP No.2
REACTIONS. (Ile/size) 3=183/Mechanical, 2=342/0-3-8, 4=91/Mechanical
Max Hors 2=118(LC 12)
Max Uplift 3=85(LC 12). 2-91(LC 12)
Max Grev 3=183(LC 1). 2=342(LC 1), 4=128(LC 3)
FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown.
Scale= 1.18.8
PLATES GRIP
MT20 2441190
Weight: 23 lb FT = 20%
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling.
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; 8=45111, L=2411; eave=oft; Cat.
II, Exp B; Encl., GCpi=0.18: MWFRS (directional) and C-C Exlerior(2) -1." to 2-0.0, Interior(1) 24)-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 psi bottom chord live load noncon current with any other live loads.
3) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 0 wide
will f4 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 o/ withstanding 85 lb uplift at joint 3 and 91 Ib uplift at
joint 2.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
go,pny electronic copies.
S
JoagxigVelezP15,1461.58192
MiTek 7'14'Irie't ceR 88 lA.;,gs_
6901'h ilii'Eekt.Blvd.Te(n fL'•73818.
January 24,2018
0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MO.7477 ran. fMMIS BEFORE USE.
Design valid for use only with Mrrekm connWors. This design is based only upon parameters shown. and is for an individual building component, not
a truss system Before use. the budding designer must verify the applicability of design parameers and property incorporate this design into the overall
budding design Breang Indriated is to prevera buckling of individual truss Web and/or word members only. Additional temporary and permanent bracing 11491'
Is always required for stability and to prevem collapse Wah possible personal Injury and property damage. For general guidance regarding the L111
fabrication, storage, detrvery. ereoron and bracing of trusses and truss systems, see ANSVrP11 Quality Crtrarla, DSB-89 and SCSI Building Component 6904 Parke East Blvd
Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 36610
Job Truss Truss Type Ply Park Sq HmICypress•A 3449Oty
T13038388
P3449A J58 JACK 2 1
Job Reference(optional)
Mid -Florida Lumber, Bertow, FL. 8 130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 24 08:26.18 2018 Page 1
ID:3Zzgt9RdB2DXJg7el c5ojryRrR7-jX_tzrioGL3DSpoW VrstOuB3kB8iPemz6dVBbzsC7p
t-0 0 Sao i
t o 0 5-8.0
Scab - 1.16.2
30 =
54.0
LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Ven(LL) 0.06 4-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.10 4-7 >668 160
BCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(CT) 0.00 2 n/a n/a
BCDL 100 Code FBC2017/TPI2014 Matnx-MP Weight: 19 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purling.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (lb/size) 3=146/Mechanical, 2=290/0.3-8, 4=73IMechanical
Max Horz 2=99(LC 12)
Max Uplift 3=67(LC 12), 2=-83(LC 12)
Max Grav 3=146(LC 1). 2-290(LC 1), 4=103(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown
NOTES-
1) Wind: ASCE 7-10; Vuk=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat.
II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exierior(2) -1-0-0 to 2-0.0, Intenor(1) 2-0.0 to 5-7-4 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 psi 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-" tell by 2-0-0 wide
will r4 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 67 lb uplift at joint 3 and 83 lb uplift at
joint 2.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
go,ypy electronic copies.
U"g9giVela'P&A6,4818R
tjiftek RA 4' i'4 L Cert 6834 A..a e.3_
841i0'P rkAa'EekBk_d`Ta 'FG73610.
iDafe; r -+•
January 24,2018
AWARNING • Verily design Paremerers and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WI.7473 raw. 100=15 BEFORE USE.
Design valid for use only with WOW connecors This design is based only upon parameters shown, and is for an individual budding Component, nol
a truss system. Before use, the budding designer must verily the spplKabibly of design parameters and property incorporate this design woo the overall
buildup design. Bracing indicated is to prevent budding of individual truss web and/or Word members only Additional temporary end permanent bracing
its always required for etablldy and to prevent collapse with possible personal uqury and property damage. For general guidance regarding the i 1ll
fabrication, storage, debvery, erection and bracing of trusses and truss systems, see ANSUrP11 Quality Criteria. DSBA19 and SCSI Building Component 6904 Parks East Blvd.
Safety Information available from Truss Plats Institute. 219 N Les Street. Suite 312. Alerendne, VA 22314 Tampa. FL 35510
Job Truss Truss Type Oy Ply
lPar%
SqHm/CyprewA3449
T13038389
P3449A K1 MONO TRUSS 2 1
Job Reference (optional)
Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 Mrrek Industries, Inc. Wed Jan 24 08.26:20 2018 Page 1
ID.3Zzgt9Rd82DXJg7e1c5opyRrR?-fv6VODN2oyJxf7m PwIKIRzT2YneA9C3OO6cFUzsC7n
1 12 7-11.4
r 1 12 7.11-4
5x7 =
3
1.50 II "' -
Scale - 1.30 9
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2A0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Incr YES
Code FBC2017RPI2014
CSI.
TC 0.65
BC 0.72
WB 0.70
Matnx-MP
DEFL. in (loc) I/dell Ud
Ven(LL) -0.18 5-6 >529 240
Ven(CT) -0.35 5-6 >264 180
Horz(CT) 0.01 8 n/a n/a
PLATES GRIP
MT20 244/190
Weight: 52 lb FT - 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns,
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.
OTHERS 20 SP No.3
REACTIONS. (lb/size) 6=387/0.74, 8=280/0-1-8
Max Hors 6=192(LC 12)
Max Uplift 6=82(LC 12), 8=136(LC 12)
Max Grav 6-387(LC 1),8=313(LC 17)
FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-6-313/221
WEBS 3-8 =324/201
NOTES-
1) Wind: ASCE 7-10; Vuh-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; 8=45111; L=2411; eave=4R; Cat.
11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2)-1-0-12 to 1-11-4, Interior(1) 1-114 to 7-6-0 zone; end
vertical left exposed;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 pill 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 tell by 2 0 wide
will fit between the bottom chord and any other members.
4) Beanng at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity
capacity of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 Ile uplift at joint 6 and 136111 uplift at
joint S. This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op Rny el.ectropic copies.
CJoaQQ11ll1rSrVelez PBHoYt81d2
Ipc'rFLITeI 15A; Con 6 TL„s.
@990'Ca-rki'EafsrtB kd Tafn 'F473810
iDab r
January 24,2018
0 WARNING - Vertly, design parameters end READ NOTES ON THIS AND INCLUDED OTEK REFERENCE PAGE a01.7473 rev. 1419=015 BEFORE USE.
Design vabd for use only with MTeke• connectors This design is Weed only upon parameters shown, and Is for an rndivraual 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 11TIOIsbuildingdesignBracingindicatedistopreventbucldrngofrndrAdualtrusswebandforWordmembersonly. Additional temporary and permanent bracing
ways 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*. see ANSUTPIt Quality CAterla, DS949 and BCSI Building Component 5904 Parke East Blvd
Safety Information available from Truss Plate Instauie. 218 N Lee Street. Suite 312. Aiexandns, VA 22314. Tamps, FL 38610
Job Truss Truss Type Ply Park Sq HmICypress-A 3449
10ty I T73038390
P3449A KJ2 JACK 2 1
Job Reference (ophonall
Mid-Flonda Lumber, Barlow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Wed Jan 24 08 26:21 2018 Page 1
ID•3Zzgt9Rd82DXJg7e1 c5ojiyRrR?-76gtbZOgZGRoKHLBzeOZHNVmoylTAJCf4r9omsC7m
1-5-0 24-5
1.5.0 2.4-5
20 =
245
Scale = 1.7.8
LOADING (psf) SPACING- 24)-0 CS1. DEFL. in loc) Wan Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Verl(LL) -0.00 7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.04 Verl(CT) -0 00 7 >999 180
BCLL 0.0 ' Rep Stress Incr NO WS 0.00 Horz(CT) -0.00 3 n/a n/a
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight 9 Ill FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-5 oc purling.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10." oc bracing.
REACTIONS. (lb/sae) 3=45/Mechanical, 2=20510.5.11, 4=25/Mechanical
Max Horz 2=44(LC 8)
Max Uplift 3=13(LC 8). 2=100(LC 8), 4=2(LC 5)
Max Grav 3=45(LC 1). 2=205(LC 1). 4.37(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown
NOTES-
1) Wind, ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=411; Cat.
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 nonconeurrent 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-M wide
will rd 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 13 lb uplift at joint 3, 100 lb uplift at joint
2 and 2 Ill uplift at joint 4.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 Ill down and 9 Ill up at 1-6-12,
and 3 Ill down and 13 Ill up at 1-6-12 on top chord, and 1 lb up at 1-6-12, and 7 lb down and 8 Ill up at 1-6-12 on bottom chord.
The design/selection of such connection devices) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3=60, 4-5=20
Concentrated Loads (lb)
Vert: 9=6(F=1, B=7)
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
op-apy elpetronic cgpies. IJoli igVelez PE Io;58182,
MTTek 65A"Ine
6904'1?rfi ftE Blvd. Td 'FW36161
January 24,2018
AWARNING- Verily design parsmarers and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Md TQ7 ray. 100=913 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and r9 for an Individual building component, not
a truss system. Before use, the budding designer must verify the applrcabddy of design parameters and properly incorporate this design into the overall MR
buldvig design Brsang indicated is to prevent buMmili of individual truss web and/or chord members any Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possiblepersonal iri)ury and gingery damage For penersl 9ui0ance regarding the V S
folimVion, storage, delivery, ereiaion and bracing of trusses and truss systems, see ANSIITPH Quality Criteria, OS049 and SCSI Building Component 6904 Parke East Blvd,
Solely Info iallon available from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandria. VA 22314. Tamps, FL 36610
b Truss Truss Type Ply Pant Sq Hrn/Cypress-A 3449
rP3
Oly
T73038391
449A KJ5 JACK 2 1
Job Reference (Optional)
Mid -Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 24 08 26 212018 Page 1
ID:3Zzgt9Rd82DXJg7e 1 c5oliyRrR7-76gtbZOgZGRoKHLBzeOZH1 Wcey9h,AJCf4 r9owzsC7m
1-5-0 7 14
r
1.5-0 7.414
2x8 =
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d
TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.12 4-7 728 240
TCDL 10.0 Lumber DOL 1.25 BC 0.60 Ven(CT) 0.25 4-7 332 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matnx-MP
LUMBER -
TOP CHORD 2x4 SP No.2
BOT CHORD 20 SP No.2
REACTIONS. (Ib/size) 3=182/Mechanical, 2=375/0.5.11, 4=99/Mechanical
Max Harz 2-90(LC 8)
Max Uplift 3=74(LC 8), 2-122(LC 8)
Max Grav 3-182(LC 1), 2=375(LC 1), 4=129(LC 3)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale - 1:15.6
PLATES GRIP
MT20 244/190
Weight: 24 lb FT = 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vuh=140mph (3second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat.
II; Exp B; Encl. GCpi=0.18; 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 74 lb uplift at joint 3 and 122 lb uplift at
joint 2.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 lb down and 11 III up at
1-6-12, 3 lb down and 11 lb up at 1-6-12, and 6 lb down and 42 lb up at 4-4-12, and 6 lb down and 42 lb up at 4-4-12 on top chord,
and 3 lb up at 1-65-12, 3 Ib up at 1-6-12, and 9 lb down at 4-4-12, and 9 lb down at 4-4-12 on bottom chord. The design/selection
of such connection device(s) is the responsibility of others.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (plf)
Vert: 1-3--60, 4-5=20
Concentrated Loads (lb)
Vert: 10=7(F-3, B=3) 11 =17(F =9, B =9)
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
oo,4ny elpctropic copies.
7oaq ir tVele:'PENo51118.r
MTr !'Inc'. L-Cwt6934
000 i'A0kBk_dTiAi 3,FG73i10.
January 24,2018
WARNING - Varfy design psramerera and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Ago-7473 nev. 10011MI S BEFORE USE.
Design valid for use only with MrekS, connectors. This design o bawd only upon parameter 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
at buildup design. Bracing indicated is 10 pravem budding of individual truss web and/or chord member only. AddNonal temporary and permanent bracing r1er
is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the 017'
fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, D5B-49 and BCSI Building Component 6904 Parke East Bled
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra. VA 22314. Tampe. FL 36610
Job Truss Truss Type Oty Py arkSqHnVCyprewA3449T13038392
P3449A KJ5A MONO TRUSS 2 1ob Reference (optional)
Mid -Ronda Lumber, Bartow, FL. B.130 s Sep 15 2017 M7ek Industries, Inc. Vied Jan 24 08:26:22 2018 Page 1
ID.3&919Rd82DXJg7el c5ojiyRrR7-blDGpvOJKa2txOwNWLvogs2stLXKeC5MIkbtKMzsC71
1-5-0 3 3-7 7.0-14
1-5-0 36-7 3.6.7
Scale = 1:21.8
JIM
LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in loc) Wall Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.20 6 >408 240 MT20 2441190
TCDL 10.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.20 6 >412 180
BCLL 0.0 Rep Stress Iner NO WB 0.03 Horz(CT) -0.09 4 TIM n/a
BCDL 10.0 Code FBC2017ITPI2014 Matrix -MP Weight: 34 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purling,
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/size) 4=152/Mechanical, 7=324/0.11-5, 5=92/Mechanical
Max Horz 7=111(LC 8)
Max Uplift 4-84(LC 8), 7=206(LC 8). 5=54(1.0 8)
Max Grav 4=152(LC 1), 7=324(LC 1), 5=104(LC 3)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL-4.2psf; BCDL-3.0psf; h=15ft, B=45ft; L=24ft; eave=oft; Cat.
II; Exp B; Encl., GCpi=0.18, MWFRS (directional); end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads.
3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 4, 206 lb uplift at joint
7 and 54 lb uplift at joint S.
6) Henger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 98 lb up at 1-6-12, 98 Ile up at
1-6-12, and 36 lb up at 4-4-12, and 36 lb up at 4-4-12 on top chord, and 42 lb up at 1$12, 42 lb up at 1.6-12, and 38 lb up at
4-4-12, and 38 lb up at 4.412 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 i Roof Live (balanced): Lumber Increase=1,25, Plate Increase=1.25
Uniform Loads (plf)
Vern 1-2=-W, 24=-60, 5-7=20
Concentrated Loads (lb)
Ven, 8=66(F=33, B=33) 10=7(F=3, B=3)
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
o,0,any electronic eQpies.
11,wgqV irllVelez.PENo'6fi182
MiTeft 15A;'IpcFL art 66
6900'P'iki`EekBNd:Td FL•13R
January 24,2018
O WARNING - VMIy design persm mars and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE 1101.7473 rev. I&XIMOIS 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 verity the applicability of design parameters and property Incorporate this design into the overall
bu9dung design Bracing indicated is to prevent bucidmp of individual truss web and/or chord members only. Additional temporary and permanent bracing Iu.A T-'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6 1 11
labncatnon, storage, doWery, erection and bracing of trusses and truss syslems, a" ANSIMM Quality Criteria, DSBa9 and BCSI Building Component 690e Parke Fast Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Mexandna, VA 22314. Tampa, FL 36610
b Truss Truss Type Oy Pit Park Sq Hm/Cypress-A 3449
rP3 T73038393
449A KJ7 JACK 7 1
Job Reference (optional)
Mid-Flonda Lumber, Bertow, FL. 8.130 s Sep 15 2017 M7ek Industries, Inc. Wed Jan 24 08:26:23 2018 Page 1
ID:322gt9Rd820XJg7e 1 c5ojiyRrR?-3Une0FPx5thV4ZaVZ4201 M4b3pluYNZhV60KGsozsc7k
5.3.5 9.10.13
r
1.5.0 5-3.5 4-7-8
1 20 7
20 = 5
30 =
LOADING (psf)
TCLL 20.0
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.25
Lumber DOL 1.25
Rep Stress Ina NO
Code FBC2017rrP12014
CS1.
TC 0.36
BC 0.45
WB 0.39
Matrix -MS
DEFL. in
Veri(LL) -0.03
Vert(CT) -0.07
Horz(CT) 0.01
loc) Well Ud
6-7 >999 240
6-7 >999 180
5 n/a n/a
PLATES GRIP
MT20 2441190
Weight: 41 Ili FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins.
BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 SP No.3
REACTIONS. (Ili/sae) 4=126/Mechanical, 2=512/0-5-11, 5=332/Mechaniwl
Max Horz 2=118(LC 8)
Max Uplift 4=63(LC 8). 2=151(LC 8), 5=-62(LC 8)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=889/162
BOT CHORD 2-7=220/834, 6-7=220/834
WEBS 3-7=0/273, 3-6=888/234
NOTES-
1) Wind: ASCE 7-10, Vuhm14Omph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.Opsf; h=25R; B=45ft; L=241t; eave=411; Cat.
II, Exp B; Encl., GCpi=0.18, 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 nonooncurrent 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 rd 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 63111 uplift at joint 4, 151 Ib uplift at joint
2 and 62 Ib 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 Ib up at
1-6-12. 3 Ib down and 11 Ili up at 1-6-12, 4 Ib down and 41 Ib up at 4-4-12, 4 Ib down and 41 Ili up at 4-4-12, and 26 Ib down and
72 Ib up at 7-2-11, and 26 lb down and 72 lb up at 7-2-11 on top chord, and 1 Ib up at 1-6-12, 1 Ib up at 1-6-12, 6 Ib down at This item has been
4-4-12, 6 Ib down at 4-4-12, and 19 Ib down at 7-2-11, and 19 Ib down at 7-2-11 on bottom chord. The design/selection of such electronically signed and
connection device(s) is the responsibility of others. sealed by Velez, Joaquin, PE7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
using a Digital Signature.
LOAD CASE(S) Standard Printed copies of this
1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 document are not considered
Uniform Loads (pit) signed and sealed and the
Vert: 1-4-60, "=-20
Concentrated Loads (lb) Signature must be verified
Vert: 13=52(F-26, B=26) 14-3(F-1, B=1) 15 =12(F =6, B=-6) 16=36(F =18, B =18) oo.any el.ectropit: e
jif4rVele;.PE)o Yl)1024pies.
Mirek ti;A,'litc.
00411 *9`•EeitBlwd: Seib iSF03610,
January 24,2018
O WARNING - Verily design paremer. and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE MF7473 rev. 1009 IS BEFORE USE.
Design valid for use only with Mrrekel connectors This design is based only upon parameters shown, and is for an individual bulldog component, not
a In u system. Before use. the building designer must veiny 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 andfor chord members only AddNonal temporary and pe trumem bracing OWN
M
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general gurdenrs regarding ins !!l
fabrication, storage, delivery. erection and bracing of trusts$ and truss systems, see ANSIRPII Quality Criteria, D58-49 and SCSI Building Component 61104 Parke Fast Bled.
Salary Irdomwtlon available from Truss Plate Insmute, 210 N. Lee Street. Suite 312. Alt andrra, VA 22314. Temple, FL 36610
Job Truss Truss Type Oty Ply Sci HnVCypress-A 3449
T13038394Poeb*Reference
P3449A L1 MONO TRUSS 3 1
optional)
Mid -Florida Lumber, Bartow. FL. a.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 24 08:26:23 2018 Page 1
ID:3Zzgt9Rd82DXJg7el c5ojiyRrR?-3Une0FPx5thWZaVZ4201 M4b3aWNr7V60KGsozsC7k
1-0-0
Scale - 1:22.2
1.50 11 314 =
LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.03 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.27 Ven(CT) -0.06 4-5 >958 180
BCLL 0.0 ' Rep Stress Inv YES WB 0.04 Horz(CT) -0.00 4 n/a n/a
BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 31 Ib FT - 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc purling,
BOT CHORD 20 SP No.2 except end verticals.
WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.40 oc bracing.
REACTIONS. (Ib/size) 5=265/0-8-0.4=180/Mechanical
Max Horz 5=90(LC 12)
Max Uplift 5=57(LC 12), 4=-81(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 (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.Opsf; h=25ft, B-4511t; L-24ft; 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 4-10-4 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 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 57 lb uplift at joint 5 and 81 lb uplift at
joint 4.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
otl.iny elpctron(c gpies. 7oa4}irgVelez'PENo. 8192
QATef[p A,'IOcFI ert66
69D4'P'rlia`.EaitBlvd:Tti51 FL•7361D.
January 24,2018
WARNING • Verry daslpn parameters and READ NOTES ON THIS AND INCLUDED Mn'EK REFERENCE PAGE MIF7473 rev. 104MIS BEFORE USE.
Design valid for use only with MRek® connectors. This design rs based only upon parameters Mown, and is for an indmdual budding component, not
a truss system. Before use. the budding designer must verily the applicability of design parameters and Property rncorporole this design into the overall
building design. Bracing Indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing wT
is always required for stability end to prevent collapse wall possible personal injury and propene damage. For general guidance regarding the s!l
fabrication, storage, delivery. erechon and bracing of Trusses and truss systems. the ANSVrMl Quality Criteria, DSB49 and SCSI Building Component 6004 Parke Easl Blvd.
Safety Information available from Truss Plate Inalrtule, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tamps, FL 36610
Job Truss Truss Type Oy Ply Sq Hm/Cypress-A 3449ark
T13038395
P3419A M1 JACK 1 2 ob Reference o tional
Mid-Flonda Lumber, Bartow, FL. 8.t30 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 24 08:26:24 2018 Page 1
ID•3Zzgt9Rd82DXJg7e 1 c5ojiyRrR7-YhLOEbOZsBpNBk3lemyGvHBMv9EO62mfL24gOFzsC7j
341-2 F 7-041
3-8-2 3314
t.5x4 II Scale - 1:20.3
04 = 4
40 =
I 3$2 { 7-0-0
3-8-2 3314
Plate Offsets (X.Y)- 11:0-1-13.Edgel
LOADING (psf) SPACING. 1-0-0 CSI. DEFL. in (loc) Weft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.02 5-7 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.03 5-7 >999 180
BCLL 0.0 Rep Stress Ina NO WB 0.28 Horz(CT) 0.01 4 n/a nla
BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight, 76 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins,
BOT CHORD 2x6 SP No.2 except end verticals.
WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1G." oc bracing.
REACTIONS. (Ib/size) 1=1054/0.3-8, 4=1332/Mechanical
Max Horz 1=48(LC 8)
Max Uplift 1=257(LC 8), 4=-338(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=19451458
BOT CHORD 1-5=45711799. 4-5=457/1799
WEBS 2-5=34011445, 2-4=19861505
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"Ar) nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0.9-0 oc.
Bottom chords connected as follows. 2x6 - 2 rows staggered at 0.9-0 oc.
Webs connected as follows. 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
3) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3 Opsf; h=25ft; B=4511; L=24ft; eave=oft; Cat.
11, Exp B. Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcorrent 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 rd between the bottom chord and any other members. This item has been
6) Refer to girder(s) for truss to truss connections. electronically signed and7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 lb uplift at joint 1 and 338 lb uplift at sealed by V616ZJoaquin, PE joint4. 8)
Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 714 lb down and 183 lb up at using a Digital Signature. 1-
10.12, and 714 lb down and 183 lb up at 3-10-12, and 714 lb down and 183 lb up at 5-10.12 on bottom chord. The Printed Copies of this design/
selection of such connection device(s) is the responsibility of others. document are not considered signed
and sealed and the LOAD
CASE(S) Standard signature
must be verified 1) Deed + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 UnHorrn
Loads (pIf) oo,any elpctronic e4ples. Vert:
1-3 =30, 1-4 =10 oa l1lttnrVele;:PENoWB182 Concentrated
Loads (lb) JliTef{ 7SA; Ipe FLU art66, itii:Eek_Bk_d. Vert: 5=714(F) 8=714(F) 9=714(F) 6900 T dfn,fl_•73610. iDati
r- ` January
24,2018 O
WARNING • Vartly design paramerent and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WI.7473 rev, 104=015 BEFORE USE. man Design
valid for use only with MRek® connectors This design is based only upon parameters sham. and is for an individual budding component, not a
tress system. Before use, the budding designer must verity the applicability of design parameters and property incorporate this design into the overall bu
king design. Bracing indicated is to prevent budding of individual truss web andlor Mora members only Addmonal temporary and permanent bracing 11U T' is
aWaya required I; stability and to prevent collapse ivah possible personal injury and property damage For general guidenca regarding the Ya AIL fabrication.
storage. delivery. erection and bracing of Inus in anti truss systems. see ANSV1P11 quality Criteria. 03849 and BCSI Building Component 904 Parke East Blvd. Safety
Irdomiallon available from Truss Plate Instathe. 215 N. Lee Street. Suite 312. Alexandria. VA 22314. Tamps. FL M610
Job Truss Truss Type Oty Ply Sq Hm/Cypress-A 3449
JPark Tt3038396
P3449A M2 JACK 1 f2 Job Reference(optional)
Mid -Florida Lumber, Banow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Jan 24 08.26:24 2018 Page 1
ID.3Zzgt9Rd82DXJg7e lc5ojiyRrR?-YhLOEboZsBpNBk3lemyGVH8lz9Ac61 OIL24gOFzsC7j
3-0-2 5_"
3-0-2 2.7-14
30 =
1.5x4 II
3
4x4 =
Scale = 1.17.4
Plate Offsets (X.Y)- f1•D-2-9.Edoe)
LOADING (psi) SPACING- 1-0.0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP
TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) -0.01 4-5 >999 240 MT20 244/190
TCDL 10.0 Lumber DOL 1.25 BC 065 Vert(CT) -0.03 4-5 >999 180
BCLL 0.0 Rep Stress Ina NO WB 0.36 Horz(CT) 0.01 4 n/a n/a
BCDL 10.0 Code FBC2017rrPI2014 Matrix -MP Weight: 61 lb FT = 20%
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins,
BOT CHORD 2x6 SP No.2 except end vertteals.
WEBS 2x4 SP No.3'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
3-4. 2x4 SP No.2
REACTIONS, (lb/size) 1=956/0-3-8, 4=1630/Mechanical
Max Horz 1=38(LC 8)
Max Uplift 1=234(LC 6), 4=-433(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=2354/593
BOT CHORD 1-5=5692157, 4-5=569/2157
WEBS 2-5=484/1910, 2-4=23931631
NOTES-
1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 or.
Webs connected as follows 2x4 - I row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated
3) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=lDBmph; TCDL=4.2psF BCDL=3 Opsf, h=25ft; B=45ft; L=24ft, eave=oft; Cat.
11; Exp B. Encl. GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1.60
4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcument with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been
will rd between the bottom chord and any other members. electronically Signed and6) Refer to girder(s) for thus to thus connections. led b VelezJoaquin, PE seay47) Providemechanicalconnection (by others) of truss to bearing plate capable of withstanding 234 lb uplift at joint 1 and 433 lb uplift at joint 4,
using a Digital Signature. 8) Hanger(
s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 225 lb down and 54 lb up at Printed copies of this 1-9-
13, and 2140lb down and 574 lb up at 3-8-12 on bottom chord. The design/selection of such connection device(s) is the document are not Considered responsibility of
others. signed and sealed and the LOAD CASE(
S) Standard signature must be verified 1) Dead +
Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 otl,any e!Ctronic c pjes. Uniform Loads (
plf) Jtiaq tinr4Vele;.PBNri rt8182 Vert:1-
3=30,1-4=-10 fAriekUPA,`0cli Cent66 Concentrated Loads (
lb) 6 40 ffirt, 0 ili, yF03610 Vert: 8=
225(B) 9=-2140(B) SDefi';'n- " January 24,
2018 0 WARNING •
Verify dextpn Parsmerers and READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE MLL747S rev. 1400 IS BEFORE USE. Design valid
for use only win MRek® wnnemors This design Is based only upon parameters shown, and is for on individual building Component, net a truss
system. Before use. the building designer must venly 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 andlor Nord members only. Additional temporary and permanent bracing 16.Aaj is always
required for Stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the trYY,IMM fabrication, storage,
dowry. erection and bracing of trusses and truss systems, see ANSIRPII Clualny Criteria, DSM9 and SCSI Building Component 6904 Parke East Blvd Safety Information
available from Truss Plate Institute. 215 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610
Job Truss Truss Type Oy Ply
1PorkSqHm/
CypreSs-A3449
T73038397
P3449A M3 JACK 1 1
Job Reference (optional)
Mid -Florida Lumber, Banow, FL.
LOADING (psf) SPACING- 1-0.0 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.50
TCDL 10.0 Lumber DOL 1.25 BC 0.82
BCLL 0.0 Rep Stress Incr NO WB 0.00
BCDL 10.0 Code FBC2017/rP12014 Matrix -MP
8.130 s Sep 15 2017 MTek Industries. Inc. Wed Jan 24 08:26.25 2018 Page 1
ID:3Zzgt9Rd82DXJg7e1 c5oiiyRrR7-0tvORxRBdVxEoueyCTTVSVgN7ZTDrZJoeipN)dtzsC7i
541-0
5-8.0
1.Sx4 II
DEFL. in (loc) Well L/d
Veff(LL) -0.08 3-5 >840 240
Verl(CT) -0.16 3-5 >425 180
HOrz(CT) 0.00 3 n/a n/a
LUMBER- BRACING -
TOP CHORD 20 SP No.2 TOP CHORD
BOT CHORD 2x6 SP No.1
WEBS 20 SP No.2 BOT CHORD
REACTIONS. (lb/size) 1-856/0.3-0, 3=883/Mechanical
Max Hors 1=38(LC 8)
Max Uplift 1-204(LC 8). 3=226(LC 8)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scab = 1.18.3
PLATES GRIP
MT20 2441190
Weight: 25 lb FT = 20%
Structural wood sheathing directly applied or 5." oc puffins,
except end verticals.
Rigid ceiling direly applied or 7-7-14 oc bracing.
NOTES-
1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25f1; B=4511; L=24ft; eave=4tt; Cat.
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 psi 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 beanng plate capable of withstanding 204 lb uplift at joint 1 and 226 lb uplift at
joint 3.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 631 lb down and 165 lb up at
1-0-12, and 442 lb down and 117 lb up at 3.0.12, and 445 lb down and 115 lb up at 5 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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Uniform Loads (pM
Vert. 1-2=30, 1-3=10
Concentrated Loads (lb)
Vert: 5=631(F) 6=-442(F) 7=445(F)
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
00; any electronic co6182
pies.
15oaqq}}!!in IVele;'PENo
dTef[ USA, 1pc FLUern 66 r6904'P rlii:EastBNd TeEt a FL•.161D.
iDetsl--
January 24,2018
0 WARNING • VvlFy daslyn parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WP7473 rev. 1410=13 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notisatrusssystemam's use, the bulldog designer must vent' the applicability of design parameters and prop" incorporate this design lino the overallbuildingdesignBracingindicatedistoProversbuckingofindmdualtrussweband/or chord members only Additional temporary and permanent bracing
is always required for srabtaty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erasion and bracing of trusses and truss systems, we ANSIRPII Owllty, Criteria, DSM9 and SCSI Building Component 6904 Parke Fast Blvd.
Satiny Information avallable from Truss Plate InstaNe, 21a N. Lee Street, Suds 312. Aleandfrs, VA 22314. Temps FL 356110
Job Truss Truss Type Oty Ply Park Sq Hm/Cypress-A 3449
T13038398
P3449A MH1 SPECIAL 2 1
Job Reference o Gonal
Mid-Flonda Lumber, Bartow. FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Jan 24 08:26:26 2018 Page 1
ID:3Zzgt9Rd82DXJg7e1c5oliyRrR7-U3TmeHRpOo3502D81B_k iDTDzmiawzyoMZwT7zsC7h
1-0-0 1-8.0 1-0-0 2$4 0.8-0 2-1-12
2x4 =
LOADING (pst) SPACING- 24).0 CSI. DEFL. in loc) I/dell Ud
TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.16 8-9 613 240
TCDL 10.0 Lumber DOL 1.25 BC 0.99 Vert(CT) 0.31 8-9 307 180
BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Horz(CT) 0.04 6 n/a n/a
BCDL 10.0 Code FBC2017rrP12014 Matnx-MP
LUMBER- BRACING -
TOP CHORD 20 SP No.2
BOT CHORD 2x4 SP No.1D
WEBS 2x4 SP N0 3
REACTIONS. (lb/size) 6=212/Mechanical, 2=662/D-3-8, 7=258/Mechanical
Max Horz 2-11B(LC 8)
Max Uplift 6=73(LC 8). 2=242(LC 8), 7=67(LC 8)
Max Grav 6=217(LC 13), 2=716(LC 13). 7=268(LC 13)
FORCES. (Ile) - Max. Comp./Max. Ten. - All tortes 250 (lb) or less except when shown.
TOP CHORD 2-3=1736/507, 3-4=1672/489
BOT CHORD 2-10-53611566. 9-10-562/1678, 8-9=579/1707
WEBS 3-10=136/579, 4-a=1753/595
Scale = 1 19.2
PLATES GRIP
MT20 244/190
Weight: 35 Ile FT - 20%
TOP CHORD Structural wood sheathing directly applied or 4.4-14 oc purling.
BOT CHORD Rigid ceiling directly applied or 8-4-3 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=4.2psf; 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
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 loads.
5) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide
will fit between the bottom chord and any other members.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 Ile uplift at joint 6, 242 Ile uplift at joint
2 and 67111 uplift at joint 7.
8) Girder cares hip end with S." right side setback, 1-841 left side setback, and 54-0 end setback.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 302111 down and 146111 up at
2-8-0, and 94 lb down and 46 lb up at 1-8-0 on top chord. The design/selection of such connection device(s) is the responsibility of
others.
10) 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 i Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25
Undone Loads (plf)
Vert, 1-3 =60, 3-4=106(F=46), 4-6=60, 7-11=35(F=15)
Concentrated Loads (lb)
Vert: 3=64(F) 4=204(F)
0 WARNING • Varlry da0lim panmerV3 and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE a9F7473 rev. 1003/l015 BEFORE USE.
Design valid for use only with Mnek® connectors. This design is based onty upon parameters shown, and is for an individual building component, not
a truss xWern Before use. the building designer must verify the applicability of design parameters end properly urarporate this design into the overall
building design. Bracing indicated is to prevent budding of individual truss web andfor chord members only. Additional temporary and permanent bracing
rs always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, doWery, erection and bracing of trusses and truss systems, we ANSIRPI7 Quality Criteria, 05849 and SCSI Building Component
Safety Information available from Truss Plate Institute. 218 N. Lee Street. Sucre 312. Alexandria. VA 22314.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
oflrapy electronic egpjes.
7oaglltr4tVelei PENo;58182
td)Tek SA `Ifacsi l'•Cert 6Q4..ate
6904'D7rka'Ee1L'Bkd Se FL 3361D.
iDate r -
y
January 24,2018
MR
KNOW,
5904 Perks East BNd
Tempo. FL 36610
b Truss Type city Ply Sq Hm/Cypress-A 3449Truss
rP3 JPark T73038399
449A MH2 SPECIAL 1
Job Reference tional
M10-1-101108 Lurroer, uanow, rL. 6.130 s 5ep 15 2017 MTek Industries. Inc. Wed Jan 24 08:26:26 2018 Page 1
ID:3Zzgt9Rd82DXJg7e1c5o)iyRrR7-U3TmeHRpOo3502DOlkik iDrkzyna_nyoMZwT7zsC7h
1-0-0 3-14 +
3.10-ttoB-6A 1-
00.0 + 3-1-4 1-0-0 2 Scale -
1 19 2 3x5 =
6 20 =
LOADING (
psf) SPACING- 2.00 CSI. DEFL, in loci) Vdefl Ud PLATES GRIP TCLL
20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.01 7-8 999 240 MT20 244/190 TCDL
10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 003 7-8 999 180 BCLL 0.
0 - Rep Stress Iner YES WB 0,18 Hon (CT) 0.01 7 n/a n/a BCDL 10.
0 Code FBC2017rTP12014 Matnx-MP Weight: 36 lb FT - 20% LUMBER - TOP
CHORD
20 SP No.2 BOT CHORD
2x4 SP No.2 WEBS 2x4
SP No.3 REACTIONS. (lb/
size) 5=115/Mechanical, 2=380/0-3-8, 7=202/Mechanical Max Horz
2=118(LC 12) Max Uplift
5=59(LC 12), 2=-103(LC 12). 7=31(LC 12) Max Grov
5=115(LC 1), 2-380(LC 1), 7=203(LC 3) FORCES. (lb) -
Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD
2-3=510/165, 3-4=457/178 BOT CHORD
2-9=277/448, 8-9=275/457, 7-8=-275/455 WEBS 4-
7> 4831292 BRACING - TOP
CHORD
Structural wood sheathing directly applied or 6-0-0 oc purllns. BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1)
Unbalanced
roof live loads have been considered for this design. 2) Wind,
ASCE 7-10; Vuh=140mph (3-second gust) Vosd-108mph; TCDL=4 2psf; BCDL=3.Opsf; h=25ft, B=4511, L=24111, eave=oft; Cat. II; Exp
B; Encl., GCpi=O 18: MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 240-0 to 3-1-4, Exterior(2) 3-1-4 to 4-1-
4 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 nonconeurrent with any other live loads. 5) - This
truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members. 6) Refer
to girder(s) for truss to truss connections. 7) Provide
mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 5, 103 lb uplift at joint 2 and
31 lb uplift at joint 7. This item has been electronically signed
and sealed by
Velez, Joaquin, PE using a
Digital Signature. Printed copies
of this document are
not considered signed and
sealed and the signature must
be verified op,eny
electronic qgpies. 7oa igVelez,
PENo;661d2 MiTik 1514
Irjt:.r L CbR 66 _ 6900'Parki
EeYLBkd Safn _ "FL iUatti r
January 24,
2018 0 WARNING •
Vady design peramerenr and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI-7473 ray. 1041=015 BEFORE USE. Design valid
for use only welt Mtrekm connectors. This design is based only upon parameters sham, and is for an indMdual building eomponem, not a truss
system. Before use. the building designer must weft the applicability of design parameters end property incorporate this design Ono the overall building design.
Bracing indicated is to prevent buWrng of individual truss web andfor chord members only. Additional temporary and permanent bracing is always
required for stability end to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage.
delivery, erection end bracing of liusses and truss systems, an ANSIrrPl1 Quality Criteria, 05"S and BCSI Building Component We Parke East Blvd. Safety Information
available from Truss Plate Institute. 218 N. Lee Street. Suse 312. Aleurldrro, VA 22314, Tamps, FL 35610
Job Truss Truss Type Oty Ply Pent Sq Hm/Cypress-A 3449
T1303&/00
P3449A N1 MONO TRUSS 5 1
Job Reference(optional)
Mid -Florida Lumber, Banow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Wed Jan 24 08:26.27 2018 Page 1
ID 3Zzgt9Rd82DXJg7elc5ojryRrR?-yG19sdSR96By2CoKJuvkxwmokMJSJSz5101U?BzsC7g
1-012 3.71-4
1.0.12l 3.11.4
1,50
LOADING (pst) SPACING- 2-0.0 CSI.
TCLL 20.0 Plate Gnp DOL 1.25 TC 0.11
TCDL 10.0 Lumber DOL 1.25 BC 0.13
BCLL 0.0 Rep Stress Ina YES WB 0.12
BCDL 10.0 Code FBC2017ITPI2014 Matnx-MP
LUMBER -
TOP CHORD 20 SP No.2
BOT CHORD 2x4 SP No.2
WEBS 20 SP No.3
OTHERS 20 SP No.3
REACTIONS. lb/size) 6=232/0.8-0, 8=115/0-1-8
Max Horz 6=128(LC 12)
Max Uplift 6=42(LC 12), 8=79(LC 12)
Max Grav 6=232(LC 1). 8=141(LC 17)
FORCES. (Ile) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
DEFL. in (loc) I/den Ud
Ven(LL) -0.01 5-6 >999 240
Ven(CT) -0.02 5-6 >999 ISO
Horz(CT) 0.00 8 n/a n/a
Sale = 1.20.2
PLATES GRIP
MT20 244/190
Weight. 29 Ile FT - 20%
BRACING -
TOP CHORD Structural wood sheathing directly applied or 3-114 oc puffins,
except end venicals.
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=15ft, B=451t; L=24ft, eave=4ft; Cat.
11, Exp B; Pan. Encl., GCpi=0.55, MWFRS (directional) and C-C Exterior(2)-1-0-12 to 1-11-4. Interior(1) 1-11-4 to 3-6-0 zone, end
vertical left exposed;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 loads.
3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64) tall by 2-0.0 wide
will fit between the bottom chord and any other members.
4) Bearing at joints) 8 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should venfy
capacity of bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) S.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 6 and 79 lb uplift at
joint 8.
This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
o(i,any electronic copies.
IJoiq@RVele::PENo 56182
1lTek iSA,'1'pf:FL eR 66
69Q4'P6rli'1 EekBkd:Seiit FC33610,
January 24,2018
O WARNING • Verfry design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE W 7473 rev. 1BOMIS BEFORE USE.
Design vaid for use only with Mrek® cormetsora This design is bored only upon parameters shWm. and is for an indmdual buildup component. not
a truss system. Before use, the buildup designer must verify the applicability of design parameters and property incorporate this design into the overall
burldmg design Bracing indicated is to prevent bucking of indmdual truss web andfor chord members only. Additional temporary and permanent bracing Qisalwaysrequiredforstabilityandtoproverscolapaswithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the
fabrication, storage, deivery. erection and bracing of busses and truss systems, we ANSVIPII Ouallry Criteria, OSBa9 and SCSI Building Component 6904 Parke East Blvd.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314 Tampa. FL 36610
b Truss Truss Type Oy PlyrP3 1perkSqHm/
Cypress-A3449
T73038401
449A N2 GABLE 1
Job Reference (optional)
Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 Mi rek Industries, Inc. Wed Jan 24 08:26:27 2018 Page 1
ID:3zzgtgRd82DXJg7e 1 c5ojiyRrR7-yG 19sdSR96By2CoKJuVzXwmrVMJsJTs5101U7azsC7g
I t t2 I 3.114
1 12 3.114
7 6 5
3,,4 II 1.5x4 11 1.5x4 11
LOADING (psf) SPACING- 2400 CSI.
TCLL 20.0 Plate Grip DOL 1.25 TC 0.32
TCDL 100 Lumber DOL 1.25 BC 0.17
BCLL 0.0 Rep Stress Incr YES WB 0.06
BCDL 10.0 Code FBC2017n'PI2014 Matrix-R
DEFL, in (loc) Udell L/d PLATES GRIP
Ven(LL) 0.00 1 n/r 120 MT20 244/190
Vert(CT) -0.00 1 n/r 120
Horz(CT) -0.00 5 n/a n/a
LUMBER- BRACING -
TOP CHORD 2x4 SP No.2 TOP CHORD
BOT CHORD 20 SP No.2
WEBS 2x4 SP No.3 BOT CHORD
OTHERS 20 SP No.3
REACTIONS. (lb/size) 7=160311-4, 5=61311-4, 6=144/3-11-4
Max Harz 7.99(LC 12)
Max Uplift 7=9(LC 8), 5-18(LC 12), 6=41(LC 12)
Max Grav 7=160(LC 1). 5=61(LC 1), 6=157(LC 17)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Scale = 120 2
Weight: 23 lb FT = 20%
Structural wood sheathing directly applied or 3-11-4 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES-
1) Wtnd: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.Opsf; h=15111; B=4511; L=24ft; eave=oft, Cat.
11; Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-140-12 to 2-0.0. Interior(l) 240.0 to 3-9.8 zone; end vertical
left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1 60 plate gnp DOL=1.60
2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSIRPI 1.
3) Gable requires continuous bottom chord bearing.
4) Truss to be fully sheathed from one lace or securely braced against lateral movement (i.e. diagonal web).
5) Gable studs spaced at 2-" oc.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurre it with any other live loads.
7) ' 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 240-0 wide
will fill between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 7, 18 Ili uplift at joint 5
and 81 Ili uplift at joint 6. This item has been
electronically signed and
sealed by Velez, Joaquin, PE
using a Digital Signature.
Printed copies of this
document are not considered
signed and sealed and the
signature must be verified
o0;any electronic pies.
oa inVele;:PENog8182'
di7 bSA; Ipe: FL,
6900'p rlii'EeitBkd.Tein FC•3361
Date r
January 24,2018
0 WARNING - Verily dsslgn Paremeters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE 1067473 ray. TQWW1S BEFORE USE.
Design valid for use only win Mrrekm canneaors. 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 rnColporale this design ado the overag MR
building design. Bracing indicated Is to prevent bucldrng of individual truss web andfor chord members only Additional temporary and permanent bracing
is always required for stability and Io prevent collapse with possible personal injury and property damage. For general guidance regarding the WN
fabrication, storage, delivery. erection and bracing of trusses and truss systems, see AN5VrPl1 Quality Criteria, DSO-H and BCSI Building Component 604 Plnte East Blvd
Safety Information available from Truss Plate Intasule. 218 N. Lee Street. Suite 312. ANxandna, VA 22314 Tamps, FL 36610
Symbols
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.
0-11fi r
For 4 x 2 orientation, locate
plates 0- Nit' from outside
edge of truss.
This symbol indicates the
required direction of slots in
connector plates.
Plate location details available in MiTek 20/20
software or upon request
PLATE SIZE
The first dimension is the plate
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 the
output. Use T or I bracing
if indicated.
BEARING
Indicates location where bearings
Ono (supports) occur. Icons vary but
reaction section indicates joint
number where bearings occur.
Min size shown is for crushing only.
km
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.
Numbering System
64-8 dimensions shown in ft-in-sixteenths
Drawings not to scale)
2 3
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
ICC-ES Reports,
ESR-1311. ESR-1352, ESR1988
ER-3907, ESR-2362, ESR-1397, ESR-3282
Trusses are designed for wind toads 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 Mll-7473 rev. 10/03/2015
A General Safety Notes
Failure to Follow Could Cause Property
Damage or Personal Injury
1 Additional stability bracing for truss system, e.g.
diagonal or X-bracing, is always required. See SCSI
2. Truss bracing must be designed by an engineer. For
wide truss spacing, individual lateral braces themselves
may require bracing, or alternative Tor I
bracing should be considered.
3. Never exceed the design loading shown and never
stack materials on Inadequately braced trusses.
4. Provide copies of this truss design to the building
designer, erection supervisor, property owner and
all other interested parties.
5. Cut members to bear tightly against each other.
6. Place plates on each face of truss at each
joint and embed fully. Knots and wane at joint
locations are regulated by ANSI/TPI 1.
7. Design assumes trusses will be suitably protected from
the environment in accord with ANSI/TPI 1.
8. Unless otherwise noted, moisture content of lumber
shall not exceed 19% at time of fabrication.
9. Unless expressly noted, this design is not applicable for
use with fire retardant, preservative treated, or green lumber.
10. Camber Is a non-structural consideration and is the
responsibility of truss fabricator. General practice is to
camber for dead load deflection.
11. Plate type, size, orientation and location dimensions
indicated are minimum plating requirements.
12. Lumber used shall be of the species and size, and
In all respects, equal to or better than that
specified.
13. Top chords must be sheathed or purlins provided at
spacing indicated on design.
14. Bottom chords require lateral bracing at 10 ft. spacing,
or less, it no ceding is installed, unless otherwise noted.
15. Connections not shown are the responsibility of others.
16. Do not cut or after buss member or plate without prior
approval of an engineer.
17. Install and load vertically unless indicated otherwise.
18. Use of green or treated lumber may pose unacceptable
environmental, health or performance risks. 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 Quality Criteria.
P3449A
NOTE
2010.1 AHavreble 81uas Dsdgn
1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY
THE VERTICAL LOADS SHOWN VERIFICATION OF
LOADING, DEFLECTION LIMITATIONS, FRAMING
METHODS, WIND AND SEISMIC BRACING.AND OTHER
LATERAL BRACING THAT IS ALWAYS REQUIRED IS
THE RESPONSIBILITY OF THE PROJECT ENGINEER
OR ARCHITECT.
2. PROVIDE RESTRAINTAT SUPPORTS TO ENSURE
LATERAL STABILITY.
3.00 NOT CUT, NOTCH OR ORILL LP LVL.
4. SHIM ALL BEARINGS FOR FULL CONTACT.
5. VERIFY DIMENSIONS BEFORE CUTTING LP LVL'
TO SIZE
DESIGN ASSUMES ALL 'TOP" LOADS ARE
APPLIED TO TOP EDGE OF LP LVL. SUCH THAT
LOAD 15 DISTRIBUTED EQUALLY TO EACH PLY.
ATTACH TWO PLIES WITH 3 ROWS OF led
3.1/2-) NAILS AT 12- OC. FROM
ONE FACE ONLY. STAGGER ROWS. FLIP
BEAM AND ATTACH THE THIRD PLY WITH 3
ROWS OF 16d (3-1Q') NAILS AT I OC. TO
THE UN.NAILEO SIDE OF THE FIRST TWO
PLIES. STAGGER ROWS. NAILS MAY BE
COMMON OR BOX NAILS WITH A MINIMUM
SHANK DIAMETER OF 0.131'. led SINKERS
SUPPORT REACTIONS (LB9)r
MAXIMUM BEAR ING NUMBER
1 2
DOWN 3314 3214
VPLIFI --- ---
CALCULATED ALLONABLE
Lrn LOW 0.31•(L/1100) 0.94
DEAD LOAD 1.13e
6 Erection
and pamoamml bracing for holding component
for Melding Island Noma dull be designed and
f others. He loads an to be applied to ON
1 unlit after all the ha "and fattening are
At m limo ahell loadagnaler than design foods
Is the component
and maloriat apaculed an In substantial
wllh the latest ravldonsol NOS-4 Dead food
acludas od)udma d factor for crop. TbW load
a Instantaneous.
LOAD TABLE
NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES
FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED.
DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.)
DISTRIBUTION SOURCE TYPE TOP/8208 LOUD FROM TO
3 PLIES 1.750 X 16.000 LP LVL225OFb-1.5E
DESIGN CONSISTS OF 3 - PLIES FASTENED
TOGETHER (REFER TO NOTES).
LOAD LDP LABEL
PT-IN-SX FT-IN-SX
UNIFORM WALL DEAD TOP 124 PLP 00-00-00 11-06-00 0.90
UNIFORM WALL DEAD TOP 124 PLF 17-02-08 20-10-00 0.90
UNIFORM ROOF LIVE TOP 01 PLF 00-00-00 11-00-00 1.25
UNIFORM ROOF LIVE TOP 61 PLY 17-02-08 29-10-09 1.25
UNIFORM ROOF OEM TOP 41 PLF 00-00-00 11-00-00 0.90
UNIFORM ROOF DEAD TOP 41 PLY 17-02-08 28-10-00 0.90
UNIFORM BEAM WEIGHT 24 PLF 00-00-00 20-10-09 0.90
WARNING NOTES:
THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS.
USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP IJOISTS 15
STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW
BY A DESIGN PROFESSIONAL.
MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL
BEAM AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER.
ARCHITECT OR DESIGNER M VERIFY THAT THE SUPPORT STRUCTURE FOR THIS
BEAM IS CAPABLE OF SUPPORTING THE REACTIONS.
ANCHOR LP LVL FLOOR BEAM SECURELY TO BEARINGS OR HANGERS
THIS COMPONENT MEETS CODE ALLOWED DEFLECTION CRITERIA: CALCULATED
DEFLECTION EXCEEDS Y4' MO SHOULD BE REVIEWED BY PROJECT DESIGNER
FOR ADEQUACY.
LP COMPONENTS ARE MANUFACTURED WITHOUT CAMBER THEREFORE IN
T
ADDITION TO COMPLYING WITH BUILDING CODE DEFLECTION LIMITS
OTHER DEFLECTION CONSIDERATIONS SHOULD BE EVALUATED BY P ROJEC
DESIGNER SUCH AS VIBRATION. BOUNCE. AND AESTHETICS.
THIS FLOOR FRAMING COMPONENT HAS BEEN DESIGNED WITH AN INPUT TOTAL
LOAD DEFLECTION LIMIT OF L/240. (PROVIDED BY THE LP CUSTOMER).
THIS COMPONENT CANNOT BE USED TO SUPPORT CERAMIC TILE FLOORS.
I
16.000
1.7505j3.500
5.250
CROSS SECTION
26-10- 8
THIS DRAWING 15 NOT TO SCALE"'
LPG SoOdStanD LSL. LVL and FJOW Specifications jUser Notes (User Is responsible for the
Do rot cat, notch, ddti ar lter LP SalldSlad LSL. LVL and Molds except as tlawr
In published material hum LP. Any use of LP SolldStcd LSL LVL and Wolda conbary
to Use limns al lath hamag n, nales aa y presvndanlyof the pnoducl am, UP, dlcldms all
Implied warradta Including the Implied orasnUos of mamhada61111y, and Illness
fare paNcdauaa A COPY
OFTHIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACWR LP and
Solkl5lod are registered bodemalke of LoddanaPaatac Corporation. Col. Prop
65 Warning: Use of INe product may result In aposoa to vmod dust. Irmvvn to the
Stale of Cdlfands to cam cancer. M9Is 0.
36 DESIGN CRITERIA
i V9Ir 0.14 Half 0.
10 LIVE LOAD .
40 PSF DEAD LOAD
is PSP TOTAL LOAD
55 19F FLR LEFT
SPAN CARR. 0.00 FT FLR RIGHT
SPAN CARR. 0.00 PT DEFLECTION CRITERIA
r LIVE LOAD
DEFLr L / 360 TOTAL LOAD
DBFLr L / 240 CODE COMPLIANCES
REPORT ti
APA PR-
L28O ICC-89
SSR-2403 LADB9 RR-
35703 CCNC 11518-
R Florida FL15230
of these
nal Software Provided By: 03mm17 IBC 2012 LP Engineered
Wood Products 414 Union
Street. Suite 2000 Nashvllle.TN
37219 Phone 800.
515.7570 Fax 666.
753A369 DWG # SHEET #
File:
C.
1MITekUobsW3449A%WOOOESPX
p
Ir
a'- o• 27• a' t6 • r
2ND FLR WALL GARAGE INSET 314•
FIRSTFLOOR 1!
r 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. p%
a• rc 1R• r I
I
I I I II'®I I IE II 17
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11'•
a• 11'• a• SECOND
FLOOR 21'
2a•
24'
2a•
24'
L
1r
APPROVED
TRUSS ANCHOR BY BUILDER BOTTOM =
4x2 TOP =
4x2 20
Cont. Band •. TRUSS
END DETAIL j
APPROVED TRUSS ANCHOR BY BUILDER PLUMB
CUT OVERHANG HEEL
HEIGHT = 2 x 4 BOTTOM =
2 x 4 12
TOP= 2x4 5.0PP 12
12"
TRUSS
END DETAIL 1 -
HGUS28-3 3-PLY HGR O
3 - HGUS26-2 2-PLY HGR J
L 18 - HUS26 1-PLY HGR A
b, 7 - THA422 FLR. HGRS LJ
31 - HHUS46 FLR. HGRS MID -
FLORIDA LUMBER ACQUISITIONS BARTOW,
FLORIDA 3449 -
A P3449A —
N/
A 12-14-17 Borax
RFCORD COPY
f
n City of Sanford
Building and Fire Prevention
Product Approval S cification Form
O IL/Nc
Permit #
1 8- 1 4 7 1 SANFORD
Project Location Address.e96P/N
As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the
information and product approval number(s) on the building components listed below if they are to be
utilized on the construction project for which you are applying for a building permit. We recommend that
you contact your local product supplier should you not know the product approval number for any of the
applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in
accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product
Approval can be obtained at www.floridabuilding.onq.
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 - 3 Panel FL 15332.9
Sectional Clopay Building Products 94rr4D-w4 / 3rd Car Garage FL 152579.20 (Double Door)
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 Verical Alum Mullion FL 15353.2
Wind Breaker
Dual Action
Other
June 2014
Category / Subcategory Manufacturer Product
Description(including
Florida Approval #
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
Underlayments Warrior Roofing 15 and #30 Roofing Fen FL2346.1
Roofing Fasteners
Nonstructural
Metal Roofing
Wood Shakes and
Shingles
Roofing tiles
Roofing
Insulation
Waterproofing
Built up roofing
System
Modified Bitumen
Single Ply Roof
Systems
Roofing slate
Cements/
Adhesives /
Coating
Liquid Applied
Roofing Systems
Roof Tile
adhesive
Spray Applied
Polyurethane
Roofing
E.P.S. Roof
Panels
Roof Vents
Other
June 2014
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 Sig
Applicant's Name
Please Print)
June 2014
Florida Building Code Online Page 1 of 3
r
SCIS Home -I Log In I User Registration Hot Topics I submit surcharge I Stab a Facts t Publications I FaC Stag aclS Site Map I Links I Search I
Ron a
MUSER: Product Approval
Public use,
lixaar r6.cvi
Product Approval Menu > ProduR or Application Search > Application lx[ > 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
FL8871-R8
Revision
2017
Approved
M
Therma-Tru Corporation
118 Industrial Drive
Edgerton, OH 43517
419)298-1740
rickw@rwbldgconsultants.com
Vivian Wright
rickw@rwbldgconsultants.com
Exterior Doors
Swinging Exterior Door Assemblies
0
Evaluation Report from a Florida Registered, Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E.
the Evaluation Report
Florida License PE-43409
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2021
Validated By Ryan ). King, P.E.
E Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
FL8871 R8 CO] (b) Certificate of Independence.pdf
Standard
ASTM D1929
ASTM D2843
ASTM D635
ASTM E1300
ASTM E84
ASTM G26
TAS 201, 202, 203
Florida Licensed Professional Engineer or Architect
FL8871 RB Eauiv (b) Eouivalency of Standards.odf
Year
1996
1999
2003
1998
2000
1995
1994
http://wrww. floridabuilding.org/carlpr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 2/10/2018
Florida Building Code Online Page 2 of 3
Sections from the Code
Product Approval Method Method 1 Option D
Date Submitted 10/27/2017
Date Validated 10/17/2017
Date Pending FBC Approval 10/19/2017
Date Approved 12/12/2017
Summary of Products
FL # Model, Number or Name Description
8871.1 a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single
Door (X) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.1.0
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 8871.2.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) -
Rustic" Series Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
FL8871 R8 11 (b) Inst 8871.2.Ddf
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. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with
Rustic" Series Sidelite (OX or XO) - Inswing or Outswing
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 11 (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
Other: See INST 8871.3 for Design Pressure Ratings by
Evaluation Reports
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 "J" 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 11 (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 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 "1" 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 11 (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.
http://wrww.floridabuilding.org/pr/pr_app_dtl.aspx?parwn=wGEVXQwtDgty3Ij Wak2nHrp... 2/10/2018
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 11 (b) Inst 8871.6.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 8871.6 for Design Pressure Ratings by FLOS71 R8 AE (b) Eval 8871.6.odf
specific Model and for any other additional use limitations Created by Independent Third Party: Yes
and installation instructions. (For FiberClassic and
SmoothStar sidelites, this product approval requires the use
of "J" part numbers for these sidelites, which have been
stained or painted within six months of installation.)
8871.7 g. "FiberClassic" or "SmoothStar" 3'0 It 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.ndf
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 h. "Fiber -Classic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) -
ClassicCraft" or "ClassicCraft Inswing or Outswing
Rustic" Series
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL8871 R8 II (b) Inst 8871.8.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 8871.8 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 i. "FiberClassic", "SmoothStar", 6'0 It 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 FL0871 RB 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 Fiber -Classic 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.)
Back Heat
Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487.1824
The State of Flonda is an WEED employer. Copyright 2007.2013 State of Florida.:: Privacy Statement .: Acces511illity Statement :: Refund Statement
Under Flondalaw, email addresses are public records. If you do not want your! -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 d
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 ant a licensee under
Chapter 455. F.S., please dick here.
Product Approval Accepts:
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http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgt ,3IjWak2nHrp... 2/10/2018
THERMAITRU
0
THERMA TRU DOORS
I 1 6 INDUSTRIAL OR., EDGERTON, OH 4351 7
SMOOTH STAR & FIBER CLASSIC
FIBERGLASS SINGLE DOOR
INSWING / OUTS WING
GENERAL NOTES "IM PA CTrr
1. This product has been evaluated and is in compliance with the 61h Edition (2017) Honda Building Code (FBC)
structural requirements including the 14igh Velocity Hurricane Zone (HVHZ).
2. Product anchors shag be as fisted and spaced as shown on details. Anchor embedment to base material shall be
beyond wag dressing or stucco.
3. When used In the'HVHP this product complies volh Section 1626 of the Florida BsRlding Code and does not require
an impact resistant covering.
4. When used In areas outside of the'HVHY requiring wind borne debris protection, this product complies with FBC
Sections 1 W9.1.2 b R301.2.1.2 and does not require on Impact resistant covering. This product meets missile level "IT
and 'includes Wind Zone 4 as defined in ASTM E 1996 and FBC Sections 1609.1.2.2 b R301.2.1.2.1.
5. For 2x stud framing construction, anchoring of these units sholl be the some as That shown foe 2k buck masonry
construction.
6. Site conditions that deviate from the details of this drawing require further engineering analysis by a licensed
engineer or registered architect.
7. Oulswing configurations using coastal A item R4 under active doors meet water Infiltration requirements for "HVHP.
8. Inswing configurations and outswing configurofigns using sill Item 45 under the door do not meet the wafer
Infiltration requirements for the " min and shag be Installed only in non habitable areas or of 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 CONIENI3
DESCRIPTION
Typical elevaltoru. deli essures & general notes
Door panel detail(SmoothslurDoorRpaneldetail (Fiber dossIcHortzonlolcrosssecllomVerticalcrosssections
Buck and frame - 2X buck masonry constnrction
7 Froma anchof'elg - I X trick masonry construction
B B7 of Materbb & C rents
37.7S' MAX.
Fr
FRAME WIDTH
36W MAX.
PANEL WIDTH —
J
c =
ad
o
O
13
st OVERAU DESIGNP.RESSURE:(PS9.
DOOR•TYP.ExC SWING`SFkAAAE_"
e" • OSIfIVE' ,NEtsATIV Ey
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 80.0CLASSIC
See Sheet 8la design IxeutRe MIalkxe.
o
CCWW
loing
In
Ir II 111 oZamaLM
N
Y
u aZgilt ?
i o z cii
Cp 5dS6
Ie 0. LL ti
CVVO
O J 6 v
L. N.T.5.
rn: DWS
er: US
wro ea..
FL-8871.5
n _L or 8
lopfr0;
L- DETAIL A -A J 6
4UOODR P NEL c
3mpolh slo7
00000000000000000000000000000000000000000000000000000000000a000000000000000
m
000000
000000
00000000000000000000000000000
DETAIL A•A
Panel relnl0rcement
INTERIOR
HORIZONTAL CROSS SECTION
Z
4.07 ---1
TYP. 4
CORNERS
Of PANEL FA o
It TOI RAII 4J IOCK STIIE
1.18•
F-- I.sr —i k
O
t
It W NINGE lE 4S BOTTOM RAIL
78.86% OPEN
AREA MAX.
NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42)
EXTERIOR
lN` o
o.
Co_
jai
aDin
ani P1 8•: aDz
g' i a=u
Ew m •
0
0aEa o
87a
INTERIOR
Z VERTICAL CROSS SECTION
2 LE: N.T.S.
4 er. M
er, LFS
RIC Hm:
FL-8871.s
Er _ ar-A
L DETAIL A -A J
60 0ELd.k
INTERIOR
1 HORIZONTAL CROSS SECTION
3
TYP.1
CORNERS
OF PANEL q
d! Il
00000000 --(62)
0000000 1
00000000000000000000000
1.18 r000000063
0000000000000000000000 66
0000000000000000000000 Q — 00000000 1
0000000 _1
000000000 0 .
00000 y HINGES0000000
C
L
000000 28.86%OPEN
000 AREA MAX.
000
65000.
0000
DETAIL A -A
Panel reinlolaement
BOTTOM RAIL
NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.421
a
EXTERIOR INTERIOR
2 VERTICAL CROSS SECTION
3
So
94
nn
Em _$: RJIs SRC0nn
0 o=
tJ>
h N.T.S.
BY: DWS m'
W. LFS 3
mm M-
a
FL-8871.5 °
a
n 3 or
r
O
S
d
5PIT, xx C
e• a
G tot
e
I.. o =
im=u
19 INTERIOR
10
R E •
d LO
E o=
td4
v 4 e
4 oQ i
18
EXTERIOR 40 Lr W
60
E s"
E
1-1/r•MSV. 7
D
EMB. (IYP.I
D I e
B
5 5 5 S 3 HORIZONTAL CROSS SECTION
B
0
a
L
4 Slawn w/ I X wbbuck LO4.IS 0.15"
CSINK C SINK
P•I •I —•
j
e.•.
o 0
U
h N1010C
INTERIOR INTERIOR a -IF? 2
e. L e
C
a aa
7
a
12 12 4p EXTERIOR EXTERIOR 40
14 a a OS 22 08 =
1-1/f MIN.
L C 11 60 60 C
16 SULL
ICONS0•0 m
EMS. (FYP.I E
x BY. LF5 ;
1 HORIZONTAL CROSS StCTION 2 HORIZONTAL CROSS SECflON rye* j 5,.,,o ,,, a
4 Outswmg shown - truwing
aho approved 4 aboSihwncoved -
its" FL-8871.5 a
9w or 8 "
v
EXTERIOR i`•" Jl """' INTERIOR
1 VERTICAL CROSS SECTION
5 %.Vp-g stew -
proved .
ft *V
abo ap
EXTERIOR
4 VERTICAL CROSS SECTION
5 bvMng conrgurallon
see general notes. sheet 1
for iWr water infiltration
regt*ements
INTERIOR
EXTERIOR INTERIOR
2'*N VERTICAL CROSS SECTION
S Aawnw/IXarb•blsck
EXTERIOR INTERIOR
5 VERTICAL CROSS SECTION
5 inswiv configuration
see ggenerd notes. Meet'
for?IVHr water InOhalion
requirements
y
ysy
u •t
c m 6INTERIOREXTERI%SRr rlll 111 s` n •.
UN
ZVr\ 7 a
Em
40
jdc cwL
maa
i 10
60EyaZ
v rr i
I ljj
3 VERTICAL CROSS SECTIONm
dl Conm
Vl
Q.j Oulswing con%ttmponseegeneralrates, sheet I G
a
f watefmfutrotionrequkerrients I
INTERIOR EXTERIOR
6 VERTICAL CROSS SECTION
N,!jOulw" configuration
see ggeneml notes. sheaf 1
lor! rwaferintnhalim
requtements
r: N.T.S.
er OWS
er LFS
rac ra.:
FL-8871.5
n 5 or 8
r
o
TYP. HEAD !!
MASONRY
JAMBS
OPENING
v
h0
2X BUCK
BUCKANCHORING
CONCRETE ANCHOR NOTES:
1. Concrete anchor locations of the comers may be adlusfed to maintain the min.
edge distance to mortorjolnts.
2. Concrete anchor locations noted as MAX. ON CENfER'muif be adjusted to
mointaln the min. edge distance to mortar joints, addilional concrete anchors
may be required to ensure the MAX. ON CENTER" dimension are not exceeded.
3. Concrete anchor fable:
Q
ice• yam L„n
I toJ` 9v .
N c
r'3 m•
MASONRY
TYP. HEAD 6 R Em
g e. d
j
OPENING
JAMBS
mm
mda 4
E
oZ 00
c ( 0.
FRAME
6r
2
ZV Cr
t,
2XBUCK 07
l
o e
OI
j7 d
m HINGE
JAMB FRAME ANCHORING STRIKE JAMB Masorry
2K buck cgstrvcllon ANCHOR.
ANCHOR MIN.' MIN: CLEARANCE. MIN. CLEARANCE SIZE...
EMBEb*NT TO'MASONRY JO'ADJACENT. EDGE: :...:.
ANCHOR . ITW •
1/
4' 1-1/4" 2" 4' TAPCON
ELCO
1/
4" 1.1/4" 1' 4" ULTRACON
WOOD
SCREW INSTALLATION NOTES: I
i. Maintain a minimum 51r edge distance. 1' end distance. d 1' o.c. spadng of wood
screws to prevent the splitting of wood. HINGE
DETAIL LATCH i DEADSOLT DETAIL i
rc» i nwQ
nn—
Z i 05122108
M
N.T.S. sm
on u av
LFS 3 a
FL-
8871.5 n
or 8 a
4(
ko
zd;i mTYP.
HEAD 0
ul
JAMBS
0 N n.
E
z
MASONRY
d .9w 1OPENING19maaaITCz
L,17
d TFRAME
FC3
17
@ §
EL 14m
1
4 IX
SUCK 0 rt
LATCH
DEADBOLT
DETAIL E ZN
W ado
z
0 CAHINGE
JAMB
STRIKE JAMB 11 CONCRETE ANCHOR
NOTES: FRAME ANCHORING I. Concrete
onchc" localism of the comm may be acgusted to nlcgnfcln the min. Masonry I X buck corubmilon 12 La a ti w A edgedistance
to mortar Joints. z 2.
ConcreteonctwlocationsnotedasWAXONCENIFIrmustbeodgmtedtormahlainthe
n*i. edge distance to mortar JoInI& additional concrete onchom may be
reqt*ed to enuffe the FAX. ON CENTER' dimension are not exceeded. z J. Concrefe
anchor table: 12 Or N.
T.
S. j HINGE
DETAIL
OWS z
ANctiolt.
AN .
CHOR 'MIN. CLEARANCE:. M(N."CLEARANCE TO MASdfilt
T6'ADJ U2 31Z LuTYPE: EDGE ---ANdI4OR DAM. 2/
08 ox S 1TW
TAPCONO
VC
1-1/4" r 4' ME, I TAITW
He
3/
16- 1-1/4r r w/r ma we.
PCO cm
W. LFS 3 WOOD SCREW
INSMELATION NOTES: 5R.M —"a I. Maintain
c n*dmum 518"edge distance. lend dbfcnce, & l'o.c. spacing of FL-8871.5 wood screws
to prevent the gAlling of wood. _M _L
a SH
EMBEDMENT:
BILL OF MATERIALS
DESCRIPTION MATERIAL
I X BUCK SG >= 0.55 WOODr0A2XBUCKSG - 0.55 WOOD
MAX. 1/4'SHIM SPACE WOOD
1 /4" X 2-3/4" PFH ELCO OR ITW CONCRETE SCREW STEEL
E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI301ORHOLLOWBLOCKCONFORMINGTOASTMC90
CONCRETE
G 3/16" X 3-1/4" PFH ITW CONCRETE SCREW STEEL
J 1 /4" X 3-3/4" PFH ITW CONCRETE SCREW STEEL
L 410 X 2-1/7 PFH WOOD SCREW I.1S' MIN. EMBEDMENT STEEL
1 INSWING ADJUSTABLE THRESHOLD (MMAJI ALUMJW000
2 INSWING THRESHOLD (WWHP51 ALUM./COMP.
3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD ISP3LIM( ALUM./COMP.
4 OUTSWING COASTAL THRESHOLD ALUM./WOOD
S OUTSWING STANDARD THRESHOLD ALUM./WOOD
6r9 INSWING THRESHOLD ALUM./COMP.
7 DOOR BOTTOM SWEEP VINYL
8 JAMB PINE SG >= 0.42' WOOD
JAMB OAK SG>=0.42 WOOD
10 1 WEATHER5TRIP FOAM
II HINGE STEEL
12 II10 X 3/4" PFH SCREW STEEL
13 R9 X 3" PFH WOOD SCREW STEEL
14 LATCH STRIKE PLATE STEEL
15 SECURITY STRIKE PLATE STEEL
16 18 X 2-1 /T PFH SCREW STEEL
17 98 X 3/4" PFH SCREW STEEL
KWIKSET SERIES PASSAGE LOCK STEEL
KWIKSET SERIES DEADBOLT 660 STEEL
SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILSF4ODOORSKIN0.07T THK. SMOOTH STAR = 6,000 PSI MIN. FIBERGLASS
TOP RAIL SMOOTH STAR COMP.
LOCK STILE SMOOTH STAR WOOD/LVL
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 CLASSICI COMP.
63 LOCK STILE FIBER CLASSIC WOOD/LVL
64 HINGE BER CLASSIC WOOD
65 BOTTOFIBER CLASSICNFORCEMENT COMP.
66 PANEL 0.023' THK. FIBER CLASSIC STEEL
67 FOAM CORE POLYURETHANE
O It 1EA0 4 510Jamb
1 THRES OLD
adluslable
5,87'
to
777::<.
S THRES OLD
trtw*v sdlcdW
S.7S
0
b THRES OLDOulwApstandard
SJiS' i1
m
THRESHOLD
m
lnswFgadJuslabte gl
4 THRESHOLD
ouhwi g coastal
ANb
A
aa:OS 22 0! L uv. ;F'z.'•l.Li'i' sat[ N.T.S.
ow,av, OWSTHRESHOLD
4 Irawing CHf. eY: LFS
amom"a'
FL-8871.5
MAX. DESIGN PRESSURE _ +/- 50 PSFJ
sacs 8 OF 8
Florida Building Code Online Page 1 of 3
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Product ADproval Menu > ProduR or Application Search > Application Lis > Application Detail
FL # FL15332-114
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 Exterior Doors
Subcategory Sliding Exterior Door Assemblies
Compliance Method Evaluation Report from a Florida Registered. Architect or a Licensed
Florida Professional Engineer
Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Luis Roberto Lomas
the Evaluation Report
Florida License PE-62514
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2028
Validated By Steven M. Unch, 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
Product Approval Method
FL15332 R4 COI FLCOI.odf
Standard
AAMA/WDMA/CSA 101/I.S.2/A440
Method 1 Option D
Year
2008
http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWId... 3/12/2018
Florida Building Code Online Page 2 of 3
Date Submitted 08/11/2027
Date Validated 08/13/2017
Date Pending FBC Approval 08/15/2017
Date Approved 20/10/2017
Summary of Products
FL !f Model, Number or Name Description
15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON -
REINFORCED
Limits of Use Installation Instructions
Approved for use in HVHZ: No FLIS332 R4 11 08-00500E.odf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510807D.Ddf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON -
REINFORCED
Limits of Use Installation Instructions
Approved for use in HVHZ: No FLIS332 R4 11 08-00498E.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510805D.Ddf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO
REINFORCED 145-3/4"x96"
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R4 11 08-02248C.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R4 AE 512968C.Ddf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX
REINFORCED 96"x96"
Limits of Use Installation Instructions
Approved for use in HVHZ: No FLIS332 R4 11 08-02249C.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 512969C odf
PRESSURE RATINGS Created by Independent Third Party: Yes
25332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96"
REINFORCED
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R4 11 08-02250C.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure. N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 512970C.pdF
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX
ALUMINUM SGD 96"x96"
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R4 11 08-00499E.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510806D.odf
PRESSURE RATINGS Created by Independent Third Party: Yes
25332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96"
ALUMINUM SGD
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R4 11 08-00501E.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant. No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
hnp://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdW] d... 3/12/2018
Florida Building Code Online Page 3 of 3
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510808D.Odf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON -
REINFORCED
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R4 II 08-00502E.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510809D.Ddf
PRESSURE RATINGS Created by Independent Third Party: Yes
15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX
ALUMINUM SGD 143"x96"
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15332 R4 11 08-00503E.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514
Impact Resistant: No Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other, REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R4 AE 510810D.Ddf
PRESSURE RATINGS Created by Independent Third Party: Yes
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Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: a50.4B7.11124
The State of Florida Is an AA/EEO employer. Coovrioht 2007.2013 State of Florida.:: Privacy Statement :• Accessibility Statement :: RefundStatement Under
Florida law, email addresses are public retards. 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 a 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 clock DIM. Product
Approval Accepts: i0-
99 Credh
Card Safe
http://
www. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWId... 3/12/2018
NOTES:
I. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REOUIREMENTS OF THE FLORIDA BUILDING CODE.
2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 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.
4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT
SHOWN HEREIN. WINO LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR
CALCULATIONS.
5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5.
6. UNITS MUST BE GLAZED PER ASTM E1300-04/09 WITH SAFETY GLASS.
7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WINO BORNE
DEBRIS REGIONS.
8. SHIM AS REOUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE
SPACE OF 1/16- OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4".
9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EOUAL OR GREATER THAN 1.0 DO
NOT REOUIRE WATER INFILTRATION RESISTANCE.
OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT.
10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH
SUFFICIENT LENGTH TO ACHIEVE A 1 3/8- MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE
ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16• TAPCONS WITH SUFFICIENT LENGTH
TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE WITH 1" MINIMUM EDGE
DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
12. FOR ANCHORING INTO METAL STRUCTURE USE 110 SMS OR SELF DRILLING SCREWS WITH
SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL.
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
13. ALL FASTENERS TO BE CORROSION RESISTANT.
14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A. WOOD - MINIMUM SPECIFIC bRAVITY OF G-0.42
B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI.
C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER).
0. METAL STRUCTURE: STEEL 18GA, 33KS1 OR ALUMINUM 6063-T5 .048" THICK MINIMUM
I TABLE OF CONTENTS 1
NO. I DESCRIPTION
NOTES
ELEVATION
REVISIONS
OG9WIPIAM DATE APPROVED
ADDED CHARTS 03/06/12 R.L.
REVISED PER NEW TESTING 10/15/13 R.L.
ADDED FLANGE INSTALLATIONS 12/06/13 R.L.
REVISED INSTALLATION DETAILS 06/05/15 R.L.
REVISED INSTALLATION DETAILS 06/22/17 R.L.
SIGNED: 0612WO 17
ANDDOORS MIWINDOWS650WESTSTREETLLCGRATZ,
PA 17030 REIL0'/
v' Ns
1 ,••G .
s 0
6 * = SERIES4301440XIXSGO143•
x 96 REINFORCED NOTES
AT OF ; t` 1•
RyoDRAW. ORC N0. REV F.
A. 08-00503 E rS IINA
110o Luis
R. Lomas P.E. FL
No.: 62514 WAE
NTS °ATE 02/23/09 —1 OF 9 L.
ROVERTO SOMAS P.E 14i2NgODFOROROLEMSVlELE.
AC2MX A316Ep-
0(i09 .bnrs bbmesps Gam
143' MAX FRAME WIDTH
2) ANCHORS PER LOCATION
SEE CHART A3 FOR
NUMBER OF LOCATIONS
REQUIRED 17'
MAX 6" MAX6" MAX - O.C.
6MAX 1
L
17'
MAX O.
C. 96"
T MAX
FRAME
HEIGHT
L
6'
MAX X
X SERIES
430/440 XIX SGD EXTERIOR
VIEW DESIGN
PRESSURE RATING IMPACT RATING t40.
OPSF NONE SEE
CHARTS 11 AND 12 FOR OTHER UNITS RATINGS NOTES
I
MAXIMUM PANEL SIZE, 48 1?" x 95' 2.
MAXIMUM 01 O.44 314' x 90 54' HARDWARE
SCHEDULE FLAT
MOUNTED HANDLE SET (99.04.145) AT 37 314' ON CENTER FROM PANEL BOTTOM METALLIC
TANDEM ROLLERS (99.17-195) AT EACH ENO OF PANEL 80TTOM RAILS JMNUM
6063-TG REINFORCEMENT (66a) AT ALL PANEL INTERLOCKS JMNUM
6063-T5 REINFORCEMENT (4237) INTERLOCK ADAPTOR AT INTERIOR FACE OF OPERABLE PANEL INTERLOCK A
I ADDEO CHARTS 8
REVISED PER NEW TESTING C
AWED FLANGE INSTALLATIONS 0
REVISED INSTALLATION DETAILS E
REVISED INSTALLATION DETAILS CHART
17 WHERE
WATER INFILTRATION RESISTANCE IS REQUIRED SEE
NOTE 9 SHEET I Design
pressure chart (ps19 Frame
Single
Panel and Total Frame VNdlh (n) Wight
n)
300
90.
00 34.
0 101.
00 42.
0 120.
00 47.
7 143.
00 Pas
I Neu Poe Nap Pas Nap 84.
0 40.0 600 40.0 520 40.0 48.0 11.
0 400 600 H40.049.0 40.
0 400 40.0 450 2.
0 40.0 59.6 40.0 46.1 40.0 42 3 90.
0 400 566 40.0 43.7 400 400 CHART
12 WHERE
WATER INFILTRATION RESISTANCE IS NOT REOUIREO SEE
NOTE 9 SHEET I Design
pressure chart (psQ Frame
Single Panel and Total Frarre VNdth (n) Height
in)
00.00 30.
0 36.0 too
00 4LO
12600
47.
7 143.
00 Pas
Nep Pas Nag Pas Nap Pas Reg 14.
0 600 1 60.0 57.9 57.9 520 52.0 48.0 40.0 11.
0 600 600 46 546 48.9 459 45.0 45.0 92.
0 59.6 59.6 51.7 517 46.1 46.1 42.3 42.3 t60
56.5 568 490 490 43.7 43.7 400 100 CHART
13 Number
of anchor locations required Frame
Single
Panel and Total Frans VNdlh (n) Height
30.
0 36.0 4LO 41.7 n)
90.
0 101.0 126.0 143.0 H1S
Jamb H6S Amb HSS Jamb H&S Jamb 14.
0 6 6 7 6 5 6 9 6 11.
0 7 6 7 6 a 6 9 8 t2.
0 7 6 7 6 a 6 9 6 9&
0 7 6 7 6 a 6 9 6 MI
WINDOWS AND DOORS LLC 650
WEST MARKET STREET GRATZ.
PA 17030 SERIES
430/440 XIX SGD 143"
x 96" REINFORCED ELEVATIONS
DRAWN:
Oa0 NO F.
A. 08-00503 war
NTS p41E 02/23/09 -2 OF 9 L.
ROBERTO LOMAS P E. 1432
WOODFORD RO LE117SVIlLE. NC 27023 4J46aaae609
rgxnasdyebnusys oarr GATE
APPROVED 03/
06/12 R.L. 10/
15/13 R.L. 12/
06/13 R.L. 06/
05/15 R.L. 06/
22/17 R.L. SIGNED:
0612212017 ENs4;
V'
O"F::-ATATWEV
Luis
R. Lomas P.E. FL
No.: 62514
1/2" MIN.
EDGE DISTANCE
1 MIN.
WOOD FRAMING
OR 2X BUCK
EMBEQMENTEY
BY OTHERS
1/4-
MAX.
SHIM
010 WOOD
SPACE
SCREW
010 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
EXTERIOR II II II II II II INTERIOR
CVVC VI II.I MG
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 3/8" MIN.
EMBEDMENT
1
1/2" MIN.
EDGE DISTANCE
10 WOOD
SCREW
BE SET IN
F APPROVED
MIN.
BENT
WOOD FRAMING
OR 2X BUCK
BY OTHERS
1 /4' MAX.
SHIM SPACE
RrAsi 9
DE9CRVlaN MR APPROWIM
ADDED CHARTS 03/06/12 R.L.
REVISED PER NEW TESTING 10/15/13 R.L
ADDED FLANGE INSTALLATIONS 12/06/13 R.L.
REVISED INSTALLATION DETAILS 06/05/15 R.L
REVISED INSTALLATION DETAILS 06/22/17 R.L.
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
GRATZ. PA 17030
SERIES 430/440 XIX SGD
143" 11 96" REINFORCED
FRAME INSTALLATION DETAILS
ORAM7k ORO N0
F.A. 08-00503
wuE NTS I °" 02/23/09 s"W3 OF 9
L. ROBERTO LOMAS P E.
14M WOODFORD RO LEWISVXLE. NC 2M23
47U-6ee-0609 /AwMS kAw fSMm
SIGNED: 0612212017
ILI04f zz
J •G E Msa': 9`r'
OATPOF
i • ORLOP• `
il, /ONAj1E
G`
Luis R. Lomas P.E.
FL No.: 62514
METAL
STRUCTURE
BY OTHERS
1/2" MIN.
EDGE DISTANCE
1p
1/4" MAX.
y ® A r SHIM SPACE
010 SMS OR
SELF DRILLING
SCREW
1
1/2' MIN.
EDGE DISTANCE
T
EXTERIOR II II II II II II INTERIOR #
10 SMS OR
SELF DRILLING
SCREWS
L TO BE SET IN
BED OF APPROVED
1LANT
10 SMS OR
SELF DRILLING
SCREW
METAL
STRUCTURE
BY OTHERS
1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
NOTES
1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS.
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
METAL
STRUCTURE
BY OTHERS
1/4" MAX.
SHIM SPACE
CA I CnI[Jn
REVISIONS
REV OATE APPROVED
A ADDED CRAM 03/06/12 R.L.
B REMSEO PER NEW TESTING 10/15/13 R.L
C ADDED FLANGE INSTALLATIONS 12/00/13 R.L.
0 REVISED INSTALLATION DETAILS 06/05/15 R.L.
E REVISED INSTAIIATION DETAILS 06/22/17 R.L.
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
GRATZ, PA 17030
SERIES 430/440 XIX SGO
143' x 96" REINFORCED
FRAME INSTALLATION DETAILS
aRAWR oRa NO.
F.A. 08-00503
s NTS D"TE 02/23/09 ISHM4 OF 9
L. ROBERTO LOMAS P.E.
141 WOODFORD RD LEWSVXLE. NC 27023
434fi6646" dlwM$@klxM P.aom
SIGNED: 0612212017
o1111111111j,
Ar
o'qE
HATOrO'F
6 ••*=
p' S
i0".
P.• i0RLO G`l
Luis R. Lomas P.E.
FL No.: 62514
CONCRETE/
MASONRY
BY OTHERS
OPTIONAL
IX BUCK
TO BE
PROPERLY
SECURED
SEE NOTE 3
SHEET 1
3/16• TAPCON
MASONRY/
CONCRETE
BY OTHERS
1 1/2• MIN.
SEPARATION
EXTERIOR
1" MIN.
EDGE DISTANCE
1 1/4" MIN.
a + EMBEDMENT
1/4• MAX.
SHIM SPACE
4 a •.
Q ':'•.
2 7/8" MIN.
SEPARATION
VERTICAL CROSS SECTION
CONCRETE/MASONRY INSTALLATION
3/16• TAPCON
INTERIOR
1 1/4• MIN.
EMBEDMENT
1'
MIN.
EDGE
DISTANCE
3"
MIN.
SEPARATION
3/16" TAPCON
SILL TO BE SET IN
A BED OF APPROVED
SEALANT
CONCRETE/MASONRY
BY OTHERS
1 /4' MAX.
r SHIM SPACE
OPTIONAL IX BUCK
TO BE PROPERLY
SECURED
SEE NOTE 3 SHEET 1
REV610RS
REV OE9dEPI10N DATE APPWWJED
A ADDED CHARTS 03/06/12 R.L.
B REVISED PER NEW TESTING 10/13/13 R L.
C ADDED FIANCE INSTALLATIONS 12/06/13 R.L
0 REVISED INSTALLATION OETAILS 08/05/15 R.L.
E REVISED INSTALLATION DETAILS 00/22/17 R.L.
JAMB INSTALLATION DETAIL
CONCRETE/MASONRY INSTALLATION
F
NOTES:
MIN. I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS.
EMBEDMENT NOT SHOWN FOR CLARITY
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
1' MIN. ' MI WINDOWS AND DOORS LLC
EDGE DISTANCE 650 WEST MARKET STREET
GRATZ. PA 17030
SERIES 430/440 XIX SGO
143" x 96" REINFORCED
FRAME INSTALLATION DETAILS
oRA1nc oRc Ro.
F.A. 08-00503
wuc NTS e"E 02/23/09 19W5 OF 9
L. ROBERTO LOMAS P.E.
1432 WOODFORD RO LEWISVILLE. NC 27023
434- -060-gwwS@*Aw" p aRe
SIGNED: 06/2Z2017
G E N4t''LP
13 4TAT 6EOF ;
REv F•:;ORLa•
E "II,Ss aNA 11
G`
Luis R. Lomas P.E.
FL No.: 62514
300 FRAMING
OR 2X BUCK
BY OTHERS
10 WOOD
SCREW
EXTERIOR
10 WOOD
SCREW
IWOOD
FRAMING
OR 2X BUCK
BY OTHERS
1/2' MIN.
I
EDGE DISTANCE
1 3/8' MIN.
EMBEDMENT
1/4'
MAX.
SHIM
SPACE
INTERIOR
1/2' MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES:
I. INTERIOR AND EXTERIOR FINISHES. BYOTHERS.
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SILL TO BE SET IN
A BED OF APPROVED
SEALANT
I
1 3/8" MIN.
EMBEDMENT
1 3/8' MIN.
EMBEDMENT
T-
1/2' MIN.
EDGE DISTANCE
010 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
1/4" MAX.
SHIM SPACE
REVISIONS
REV 6ESCIOPTION DATE APPROVED
A ADDED CHARTS 03/06/12 R.L.
6 REVISED PER NEW TESTING 10/15/13 R.L.
C ADDED FLANGE INSTALLATIONS 12/06/13 R.L.
0 REVISED INSTALLATION DETAILS 06/05/15 R.L.
E REVISED INSTALLATION DETAILS 06/22/17 R.L
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
GRATZ. PA 17030
SERIES 430/440 XIX SGD
143" x 96" REINFORCED
FLANGE INSTALLATION DETAILS
DRAW. DRD N0.
F.A. 08-00503
S NTS I DATE 02/23/09 1 swu 6 OF 9
L ROSERTO LOMAS P.E.
1432 WOODFORD RO LE WISVILLE, NC 27023
434-w-wag Abnus®6brruspr o0m
SIGNED: 0612212017
J?
L1ftI
lL o Jr,•
v GENde - 1p
eO 0'
0RIOP
DNA
11 1` Luis
R. Lomas P.E. FL
No.: 62514
METAL
STRUCTURE
BY OTHERS
10 SMS OR
SELF DRILLING
SCREW
METAL
STRUCTURE
BY OTHERS
EXTERIOR n i cnlvn
1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
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
1/2• MIN.
EDGE OISUWCE r
1/4" MAX.
SHIM SPACE
OR 1/2"
LUNG MIN.
EDGE
DISTANCE
010 SMS OR
SELF DRILLING
SCREWS
L TO BE SET IN
BED OF
PROVED SEALANT
METAL
STRUCTURE
BY OTHERS
1/4" MAX.
SHIM SPACE
REVRIONS
REV oE.sarlRrR IMTE APPROVED
A ADDED CHARTS 03/06/12 R.L.
8 REVISED PER NEW TESTING 10/15/13 R.L.
C ADDED FLANGE INSTALLATIONS 12/06/13 R.L.
0 REVISED INSTALLATION DETAILS 03/05/15 R.L.
E REVISED INSTALLATION DETAILS 00/22/17 R.L
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SIGNED: 0612WO 17
MI WINDOWS AND DOORS LLC
650 WEST MARKET STREET
GRATZ, PA 17030
1111111111/i//,
5 R. L04j ii
GENs-
SERIES 430/440 XIX SGO D,5 *
143" x 96" REINFORCED
FLANGE INSTALLATION DETAILS ETAT OF
a(,.
1t]NA 11EaG`
OREFR: ORC R0.
08-0003suw<c o+,1cNTS 02/23/09 7 OF 9 ILROHERroLOMASPE.
1412 WOODFORD RD LEMSVIELE. NC 270M
434-688-MY Abmu6*10mwaom
LUIa R. Lvmca P.E.
FL No.: 62514
1 1/2" MIN. 1" MIN.
CONCRETE/ SEPARATION r EDGE DISTANCE
MASONRY
BY OTHERS
A
e*
3/16-
1 1/4" MIN.
EMBEDMENT
OPTIONAL
1x eucKTO BE
PROPERLY"
SECUREDE NOTE 3
SPACE
SHEET 1
TAPCON
EXTERIOR
3/16" TAPCON —\
MASONRY/
CONCRETE
BY OTHERS
INTERIOR
1 1/4" MIN.
EMBEDMENT I
1" MIN.
1/4" MAX.
SHIM SPACE
EDGE DISTANCE ' INTERIOR
3"
MIN. '
SEPARATION
i
3/ 16" -TAPCON
SILL TO BE SET IN :
a
EXTERIOR
A BED OF APPROVED
SEALANT - -
CONCRETE/MASONRY
BY OTHERS
f
1 1/4" MIN.
EMBEDMENT
2 7/B" MIN. _ 1" MIN.
SEPARATION EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETEAIASONRY INSTALLATION
OPTIONAL IX BUCK
TO BE PROPERLY
SECURED
SEE NOTE 3 SHEET 1
REVISIONS
REv OESp10•RON DATE APPROVED
A ADDED CNARTS 03/06/12 R.L.
B REVISED PER NEW TESTING 10/13/13 R.L.
C ADDED FUINGE INSTALLATIONS 12/06/13 R.L
0 REVISED INSTALLATION DETAILS 08/05/15 R.L.
E REVISED INSTALLATION DETAILS 06/22/17 R.L.
J
JAMB INSTALLATION DETAIL
CONCRETEANASONRY INSTALLATION
NOTES.
1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS.
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SIGNED: 0612212017
MI WINDOWSLLCARKEDOOR
650WEST ET GRATZ,
PA 17030 GEly j% o
5 *= SERIES430/440 XIX SGID 143" ><
REINFORCED z FLANGEINSTALLATIONDETAILSTE0", AT OF , W 0'
S;
c ORyO; mayorREv7ND. 08 E sau>
NTS DATE 02/23/09 9W83 OF 9 L
ROBERTOLOMASP.E 14M
WOODFORD RO LEWISVILLE• NC 2702J LUI7 R. Lomas P.E. FL
No.: 62514 4.W-Mg609 Manus@&Awn es
1 5/8" MIN.
EDGE DIST.
TRIM
INTERIOR
MASONRY/CONCRETE
BY OTHERS
HOOK STRIP
1 1/4' MIN.
EMBEDMENT
I BUCK BY OTHERS.
lX BUCK TO BE
PROPERLY SECURED
3/16"
EXTERIOR
PANEL INTERLOCK
HOOK STRIP INSTALLATION
MASONRYXONCRETE
METAL STRUCTURE
BY OTHERS
TRIM —,
INTERIOR
HOOK STRIP
Revol"
REV OETiCRIPIION OATE APFROV0
A ADDED CHARTS 03/00/12 R.L.
B REVISED PER NEW TESTING 10/13/13 R,L
C ADDED FIANCE INSTALLATIONS 12/06/13 R.L.
0 REVISED INSTALLATION DETAILS 03/05/15 R.L.
E REVISED INSTALLATION DETAILS 00/22/17 R.L.
1/2' MIN.
EDGE DISTANCE
SELF DRILLING
SCRiDSCREW1/
2' MIN. PANEL EDGE
DISTANCE EXTERIOR INTERLOCK HOOK
STRIP INSTALLATION q—
METAL STRUCTURE INTERIOR
TRIM 1
3/8' MIN. EMBEDMENT
HOOK
STRIP 010
W000 i
I I SCREW EXTERIOR — -"—
PANEL INTERLOCK HOOK
STRIP INSTALLATION 2X
BUCK4VOOD FRAMING 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 AS TM E2112 MI
WINDOWS AND DOORS LLC 650
WEST MARKET STREET GRATZ.
PA 17030 SERIES
430/440 XIX SGD 143"
x 96" REINFORCED HOOK
INSTALLATION DETAILS oRATTN:
oRo No. F.
A. 08-00503 srrE>
NTS I °ATE 02/23/09 IPW9 OF 9 L.
RWERTO LOMAS P E. 1432
WOODFORD RD LELVISVILLE. NC 27023 43460
4M Abmao®gnutp@ own SIGNED:
0612212017 RI
I ILI0/// J
q. 4,•
GENS . A ;
STAT 95
E
OF i'
c 0NAilli11\\
Lule
R. Loma3 P.E. FL
No.: 62514
Florida Building Code Online Page 1 of 6
ra
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dbprw--,, Product Approval
USER: Public User
Product Approval Menu > Prpduct or Application Search > Application List > Application Detail
FL # FL15279-R5
Application Type Revision
Code Versian 2017
Application Status Approved
Comments reapply 11/28/17
Archived G
Product Manufacturer Clopay Building Products Company
Address/Phone/Email 8585 Duke Blvd.
Mason, OH 45040
513) 770-6062
mwesterrield@clopay.com
Authorized Signature Scott Hamilton
shamilton@clopay.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
G 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 Licensed Professional Engineer or Architect
FL15279 R5 Eouiv 20170809 - FBC - DASMA 108 eauiv.odf
FL15279 R5 Eauiv 20170809 - FBC - DASMA 115 eouiv odf
Product Approval Method Method 1 Option A
Date Submitted 08/10/2017
Date Validated 11/29/2017
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv;yVVKJZ 1 Q... 2/ 1 /2018
Florida Building Code Online Page 2 of 6
Date Pending FBC Approval
Date Approved 12/05/2027
Summary of Products
Go to Page O 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 FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FLIS279 R5 C CAC W3 Listing 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 R5 II 101655-R@v12.r)df
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 1509.1.4 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, GDILP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
AR1LP, ED1SP, ED1LP, 4132, 2132, Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door
6132, SFC38, MFC38
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FLIS279 R5 C CAC Letter with proof of contract and proof
of inspection.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W3 Llstinp 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 RS lI 103952-RevOl.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:
15279.3 003 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 FLIS279 RS C CAC W3 Listing 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 R5 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 2609.1.4 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, WINDCODED W3 Garage Door
SFL38, SRP38, 134, 135, 136,
6130, 6131, 6133
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.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FLIS279 R5 C CAC W3 Listing lntertek.odf
Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets themind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FLIS279 R5 II 101820-Revl3.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:
15279.5
https://www.floridabuilding.orp-/pr/. r_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1Q... 2/1/2018
Florida Building Code Online Page 3 of 6
005 W3-16 DSIE-1A471: GD1SP,
GR1SP, GD1LP, GR1LP, AR1SP,
AR1LP, ED1SP, ED1LP, 4132, 2132,
6132, SFC38, MFC38
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windbome
debris regions (ref 1609.1.4 FBC),
15279.6 006 W3-16 DSIU-1A171: 9130,
9131, 9133, HDP13, HDPF13,
HDPL13, 7130, 7131, 7133, 8130,
8131, 8133
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant. N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated
EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
Double -Car (9'2" up to 16'0" wide) WINDCODE® W3 Garage
Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and oroof
of insoection.pdf
FL15279 R5 C CAC W3 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 RS 11 104028-RevOl odf
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
FL35279 R5 C CAC Letter with proof of contract and oroof
of inspection.Ddf
FL15279 R5 C CAC W3 Listino Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 104168-Rev0l.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.7
1007
W3-16 PAN-2F153: 73, 1500,
I Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide)
75, 190, 84A, 94, 42, 48, 55, 42B, WINDCODE® W3 Garage Door
48B, 55S, 4RST, 6RST, 4RSF, 6RSF
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC),
15279.8 008 W4-09 DSIE-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: +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
FL35279 R5 C CAC Letter with proof of contract and oroof
of inspection.pdf
FL15279 R5 C CAC W3 Listing Intertek.Ddf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 II 101308-Rev12.Ddf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports r
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
FL152795279 R5 C CAC Letter with proof of contract and proof
of inspection.odf
FL15279 R5 C CAC W4 Listing lntertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 11 101652-B-Rev11.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-lF471: 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, MFC68
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof
Approved for use outside HVHZ: Yes of inspection.odf
Impact Resistant: No FL152795279 R5 C CAC W4 Listing Intertek.pdf
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 II 103969-B-ReV02.Ddf
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 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:
15279.10 010 W4-09 DSIU-11`171: 9200,
9201, 9203, HDP20, HDPF20,
HDPL20, 7200, 7201, 7203, 8200,
8201, 8203
Double -skin Insulated PUR (exterior skin 27 ga. min.;
interior skin 27 ga. min.) Single -Car (up to 9'0" wide)
WINDCODEO W4 Garage Door
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.odfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FL15279 RS C CAC W4 Listing Intertek.pdf
Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 II 104183-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:
15279.11 1W4-09 DSIVO-1K479: Canyon
ge/BrookstonerRi 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
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.odf . Approved for use outside HVHZ: Yes
Impact Resistant: N/A FL15279 R5 C CAC W4 Listing Intertek.odf
Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date
Other: The OPTIONAL glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 RS II 104456-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:
15279.12 012 W4-09 PAN-2FISI: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide)
75, 190, 84A, 94, 76, 42, 48, 55, WINDCODE® W4 Garage Door
42B, 48B, 55S, 4RST, 6RST, 4RSF,
6RSF, 2RST, GDSS, GD5SV, GRSS,
GR5SV, AR5S, ARSSV, EDSS,
ED5SV
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FLIS279 R5 C CAC W4 Listin6 Intertek.odf
Design Pressure: +25 PSF/-32 PSF Quality Assurance Contract Expiration Date
Other: The standard glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FLIS279 R5 Il 300159-B-Rev16.odf
windborne debris regions. Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.13 013 W4-09 PAN-2F441: G4S, GS4, Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single-
G4L, GL4, GD4S, GD4L, GR4S, Car (up to 9'0" wide) WINDCODE® W4 Garage Door
GR4L, G4SV, GS4V, G4LV, GL4V,
GD4SV, GD4LV, GR4SV, GR4LV,
E4S, E4L, ED4S, ED4L, E4SV, E4LV,
ED4SV, ED4LV, SS4, SL4, A114S,
AR4L, SS4V., SL4V, AR4SV; AR4LV
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof
of insoection.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL15279 R5 C CAC W4 Listina Intertek.odf
Design Pressure: +25 PSF/-32 PSF Quality Assurance Contract Expiration Date
Other: The standard glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FLIS279 R5 II 103486-B-Rev08.ndf
windborne debris regions. Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.14 014 W4-09 SPO-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.oriz/t)r/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI 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).
15279.25 015 W4-16 DSIE-1F271: 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 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
of inspection.pdf
FL15279 R5 C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 11 103549-Rev06.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
ofinspection.pdf
FL15279 R5 C CAC W4 Listina Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 11 101481-B-Rev13,pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.16 016 W4-16 DSIE-1F471: GD25P,
GR2SP, GD2LP, GR2LP, AR2SP,
Ait2LP, ED2SP, ED2LP, 4302,
HDGC, 6202, SFC68, MFC68
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
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.DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL35279 R5 C CAC W4 Listing Intertek.pdf
Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date
Other: The standard glazing available for this product 05/21/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FL15279 R5 11 104029-B-Rev03.pdf
windborne debris regions. Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.27 017 W4-16 DSIEO-1F479: Double Skin Insulated EPS (exterior skin 27 ga. min.;
Coachman/Settlers/Affinity interior skin 27ga. min.) with Overlay Double -Car (up to
16'0" wide) WINDCODE® W4 Garage Door
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 115 C CAC W4 Listing Intertek.pdf
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-Rev07.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:
15279.18 018 W4-16 DSIU-IF171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.;
9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide)
HDPL20, 7200, 7201, 7203, 8200, WINDCODE® W4 Garage Door
8201, 8203
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.DdfApprovedforuseoutsideHVHZ: Yes,.•
Impact Resistant: N/A FL15279 RS 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 FL15279 R5 11 104169-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:
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 Q... 2/1 /2018
Florida Building Code Online Page 6 of 6
15279.19 019 W4-16 DSIUO-11C479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.;
Ridge/Brookstone interior skin 279a. min.) with Overlay Double -Car (97" to
16'0" wide) WINDCODE(D W4 Garage Door
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant., N/A
Design Pressure: +25.5 PSF/-25.5 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.20 020 W4-16 PAN-2F153: 73, 1500,
75, 190, 84A, 94, 42, 48, 55,
4RST, 6RST, 4RSF, 6RSF, GD5S,
GD5SV, GRSS, GR5SV, AR5S,
ARSSV, ED5S, ED5SV
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 = a
Certification Agency Certificate
FLIS279 R5 C CAC Letter with proof of contract and proof
of inspection.odf
FL15279 R5 C CAC W4 Listing Intertek.Ddf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 Il 104457-ReV02.Ddf
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 (97" to 16'0" wide)
WINDCODE®-W4 Garage Door
Certification Agency Certificate
FL35279 R5 C CAC Letter with proof of contract and Droof
of inspeaion.odf
FL35279 R5 C CAC W4 Listing Intertek.Ddf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279, R5 11 101711-B-ReviS.Ddf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Beck Neat
I* * Page 1 / 8 0 a
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 a -mail address released in response to a public -records request, do not send
electronic mail to this entity, instead, contact the Office by phone or by traditional mail. If you have any questions, please contact a50.467.1395. 'Pursuant to
Section 455.275(1), Florida Statutes, effective October 1, 2022, 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 reord. If you do not wish to
supply a personal address, Please provide the Department with an email address which tan be made available to the public. To determine If you are a licensee under
Chapter 455, F.S., please dick )fete .
Product Approval Accepts:
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Florida Building Code Online Page 1 of 6
I
na-1 Miquiation,
SCIS Home Log In User Registration i Hot Topi S Submit Surcharge Stats B Facts f Publrrabons FBC Stag ` BGS Site Map Links Search
ilo
Vja. Product Approvalr-Nw*% ra USER: Public User
ITla ca
Product Approval Menu > Product or ApplUtIOn Search > Aoohunon List > Application Detail
9.421. FL # FL15279-R5
a.• .
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
13
reapply 22/28/17
Clopay Building Products Company
8585 Duke Blvd.
Mason, OH 45040
513) 770-6062
mwesterfield @copay. com
Scott Hamilton
shamilton@clopay.com
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
E 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 Licensed Professional Engineer or Architect
Ft t S279 R5 Eouiv 20170809 - FBC - DASMA 108 eouiv.odf
FL15279 R5 Eauly 20170809 - FBC - DASMA 115 eauiv.odf
Product Approval Method Method 1 Option A
Date Submitted 08/10/2017
Date Validated 11/29/2017
http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 3/12/2018
Florida Building Code Online Page 2 of 6
Date Pending FBC Approval
Date Approved
Summary of Products
Go to Page Q a
12/05/2017
Page l / 810 0
FL # Model, Number or Name Description
15279.2 001 W3-09 DSIE-IA171: 2050, 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.;
2051, 2053, 4050, 4051, 4053, 62, interior skin 29 ga. min.) Single -Car (up to 9'0" wide)
64, 65, 62G, 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 FL15279 R5 C CAC Letter with proof of contract and proof
of inspection.pdF
FLI5279 R5 C CAC W3 Listina Intertek.pdf
Quality Assurance Contract Expiration Date
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-20 PSF
Other: The OPTIONAL glazing available for this product 05/22/2028
meets the wind load requirements of the building code but Installation Instructions
DOES NOT meet the impact resistant requirement for FLI5279 RS II 101655-Rev12.pdf
windborne debris regions. The product without glazing DOES Verified By: ]ntertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC), Evaluation Reports
Created by Independent Third Party:
15279.2 002 W3-09 DSIE-IA471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated
GR1SP, GDILP, GR1LP, AR15P, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
AR1LP, EDISP, 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
Approved for use outside HVHZ: Yes
FLI5279 R5 C CAC Letter with proof of contract and proof
of inspection.pdf
Impact Resistant: N/A FLI5279 R5 C CAC W3 Listina 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
windborne debris regions. The product without glazing DOES
FLI5279 R5 11 103952-RevOl.odf
Verified By: ]ntertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 2609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.3 003 W3-09 DSIU-1A271: 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)
HDPLI3, 7130, 7131, 7133, 8130, WINDCODE® W3 Garage Door
8131, 8133
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-20 PSF
I5FL279 RS C CAC Letter with proof of contract and proof
of inspection.pdf
FLI5279 R5 C CAC W3 Listina Intertek.odf
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
FLI5279 RS 11 104175-Rev0l.pdf
Verified By: Intertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.2.4 FBC). Evaluation Reports
Created by Independent Third Parry:
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
Approved for use outside HVHZ: Yes
FLI5279 R5 C CAC Letter with proof of contract and proof
of inspection.odf
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
FL15279 R5 C CAC W3 Listina Intertek.pdf
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
FL15279 R5 II 101820-Rev23.odf
Verified By: ]ntertek Testing Services NA, Inc.
comply with the impact resistant requirement for windborne Created by Independent Third Party:
debris regions (ref 1609.1.4 FBC). Evaluation Reports
Created by Independent Third Party:
15279.5
http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 3/12/2018
Florida Building Code Online Page 3 of 6
005 W3-16 DSIE-1A471: GD1SP,
GR1SP, GD1LP, GR1LP, AR1SP,
ARILP, ED1SP, ED1LP, 4132, 2132,
6132, SFC38, MFC38
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windbome
debris regions (ref 1609.1.4 FBC).
15279.6 006 W3-16 DSIU-1A171: 9130,
9131, 9133, HDP13, HDPF13,
HDPL13, 7130, 7131, 7133, 8130,
8132,8133
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +20 PSF/-21 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.2.4 FBC).
Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated
EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.)
Double -Car (9'2" up to 16'0" wide) WINDCODE® W3 Garage
Door
Certification Agency Certificate
FL152795279 R5 C CAC Letter with proof of contract and proof
of inspection.pdf
FL15279 R5 C CAC W3 Listina Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 104028-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 27 ga. min.) Double -Car (9'2" to 16'0" wide)
WINDCODE® W3 Garage Door
Certification Agency Certificate
FLIS279 R5 C CAC Letter with proof of contract and proof
of inspection.pdf
FL15279 R5 C CAC W3 Listing Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 11 104168-Rev0l.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.7 007 W3-16 PAN-2FI53: 73, 1500,
75, 190, 84A, 94, 42, 48, 55, 42B,
48B, 555, 4RST, 6RST, 4RSF, 6RSF
Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide)
WINDCODE® W3 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 mspection.odFApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A FLIS279 R5 C CAC W3 Listina 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 11 101308-Revl2.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 FSC), Evaluation Reports
Created by Independent Third Party:
15279.8 008 W4-09 DSIE-IF171:4300,
4301, 4310, 4400, 4401, HOG,
HDGL, HDGF, 66, 56G, 67, 67G,
68, SP200, S1`200, 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 wiih the impact resistant requirement for windbome
debris regions (ref 2609.1.4 FBC).
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
FLIS279 R5 C CAC Letter with proof of contract and proof
of inspection.odf
FLIS279 R5 C CAC W4 Listina Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 11 101552-B-Revll.odf
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-lF471: 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, MFC68
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL15279 R5 C CAC Letter with proof of contract and proof
Approved for use outside HVHZ: Yes of insoection.odf
Impact Resistant: No FL15279 R5 C CAC W4 Listmo Intertek.pdf
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 budding code but Installation Instructions
FL15279 R5 11 103969-B-Rev02.odf
http://,A ww.f]oridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1 Q... 3/12/2018
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-1F171: 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).
25279.11 011 W4-09 DSIVO-11<479: 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
of inspection.pd(
FLIS279 R5 C CAC W4 Listma Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 11 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
FLIS279 RS C CAC Letter with proof of contract and proof
of mspection.odf
FL15279 R5 C CAC W4 Listing Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 104456-Rev0l.pdf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.22 012 W4-09 PAN-21`351: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide)
75, 190, 84A, 94, 76, 42, 48, 55, WINDCODE® W4 Garage Door
42B, 48B, 55S, 4RST, 6RST, 4RSF,
6RSF, 2RST, GD5S, GD5SV, GRSS,
GR5SV, ARSS, ARSSV, ED5S,
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-21`441: G45, G54,
G4L, GL4, GD4S, GD4L, GR4S,
GR4L, G4SV, GS4V, G4LV, GL4V,
GD45V, GD4LV, GR4SV, GR4LV,
E4S, E4L, ED4S, ED4L, E4SV, E4LV,
ED4SV, ED4LV, SS4, SL4, AR4S,
AR41, SS4V, SL4V, AR4SV, 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 re4uirement for
windborne debris regions.
Certification Agency Certificate
FLIS279 R5 C CAC Letter with proof of contract and proof
of inspection.odf
FL15279 R5 C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 li 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
FLIS279 R5 C CAC Letter with proof of contract and proof
of mspection.pdf
FL15279 R5 C CAC W4 Listma Intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 II 103486-B-RevOB.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
15279.24 014 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
http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 3/12/2018
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-IF172:4300,
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 building 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.
15279.17 017 W4-16 DSlEO-1F479:
Coachman/Settlers/Affinity
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25 PSF/-25 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC),
15279.18 018 W4-16 DSIV-1F171: 9200,
9201, 9203, HDP20, HDPF20,
HDPL20, 7200, 7201, 7203, 8200,
8201, 8203
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes.
Impact Resistant: N/A
Design Pressure: +25.5 PSF/-25.5 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load 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 Droof of contract and oroof
FL15279 R5 C CAC W4 Listino Intertek.Ddf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 II 103549-Rev06.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.) Double -Car (9'2" to 16'0" wide)
WINDCODE® W4 Garage Door
Certification Agency Certificate
FLIS279 R5 C CAC Letter with oroof of contract and Droof
of insoection.Ddf
FL15279 R5 C CAC W4 Listing Intertek.Ddf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 11 101481-B-Revl3.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS
exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -
Car (9'2" up to 16'0" wide) WINDCODE® W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of insDection.odf
FL15279 R5 C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 RS H 104029-B-Rev03.Ddf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Parry:
Evaluation Reports
Created by Independent Third Party:
Double Skin Insulated EPS (exterior skin 27 ga. min.;
interior skin 279a. min.) with Overlay Double -Car (up to
16'0" wide) WINDCODE® W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of insoection.Ddf
FLIS279 R5 C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 II 103046-Rev07.odf
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® W4 Garage Door
Certification Agency Certificate
FL15279 R5 C CAC Letter with proof of contract and proof
of insoection.Ddf
FL15279 R5 C CAC W4 Listing Intertek.odf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 RS II 104169-Rev0l.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
http://W,Arw.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1 Q... 3/12/2018
Florida Building Code Online Page 6 of 6
15279.19 019 W4-16 DSIUO-1K479: Canyon
Ridge/Brookstone
Limits of Use
Approved for use in HVHZ: No
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: +25.5 PSF/-25.5 PSF
Other: The OPTIONAL glazing available for this product
meets the wind load requirements of the building code but
DOES NOT meet the impact resistant requirement for
windborne debris regions. The product without glazing DOES
comply with the impact resistant requirement for windborne
debris regions (ref 1609.1.4 FBC).
15279.20 020 W4-16 PAN-2F353: 73, 2500,
75, 190, 84A, 94, 42, 48, 55,
4RST, 6RST, 4RSF, 6RSF, GDSS,
GDSSV, GRSS, GR5SV, AR5S,
AR5SV, ED5S, ED5SV
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 =
Double Skin Insulated PUR (exterior skin 27 ga. min.;
interior skin 27ga. min.) with Overlay Double -Car (97" to
15'0" wide) WINDCODE® W4 Garage Door
Certification Agency Certificate
FLI5279 R5 C CAC Letter with proof of contract and proof
of inspecdon.pdf
FL15279 RS C CAC W4 Listino intertek.pdf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FLIS279 R5 11 104457-ReV02.Ddf
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 (97" to 16'0" 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 Listing Intertek.Ddf
Quality Assurance Contract Expiration Date
05/21/2028
Installation Instructions
FL15279 R5 11 101711-B-Rev25.odf
Verified By: Intertek Testing Services NA, Inc.
Created by Independent Third Party:
Evaluation Reports
Created by Independent Third Party:
0 d Page 1/ 8 O 0
Contact Us :: 2601 Blau Stone Road. Tallahassee Fl. 32399 Phone: 850-487-1824
The State of Flonds is an ANEW employer Coovnoht 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement : • Refund Statement
Under Florida low, email addresses are public records. If you do not went 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 850 487.2395. 'Pursuant to
Section e55.275(1), Flonda Statutes, effective October 1, 2012, licensers licensed under Chapter e55, F.S. must provide the Department with an email address If
they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to
supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under
Chapter 455, F.S., please dick pert . ,
Product Approval Accepts:
A IN =
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rV 71: Product Approval
Iour USER. Public User
jVpjdrle,:rA
Product Approval Menu > Product er Applicatlon Search > Application jut > 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 Ext 2560
bsitlinger@miwd.com
Brent Sitlinger
bsitlinger@miwd.com
Category Windows
Subcategory Single Hung
Compliance Method Certification Mark or Usting
Certification Agency American Architectural Manufacturers Association
Validated By Steven M. Urich, PE
10 Validation Checklist - Hardcopy Received
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
Standard
AAMA 506
AAMA/WDMA/CSA 101/I.S.2/A440
AAMA/WDMA/CSA 101/I.S.2/A440
Method 1 Option A
01/15/2018
01/15/2018
01/21/2018
Year
2011
2008
2011
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6B... 2/1 /2018
Florida Building Code Online Page 2 of 4
Summary of Products
FL # 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 FL17499 R3 C CAC MI Windows - 185 SH (Fln) Impact
4).DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: Yes FL17499 R3 C CAC MI Windows - 185 SH (Fin) Imoact (5)
Done.DdfDesignPressure: +55/-55
Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Flange) Impact
3).odfbeddedinPecora896sealant.
FL17499 R3 C CAC MI Windows - 185 SH fFlanoe) Impact
4).Ddf
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
FL17499 R3 II 08-02545B.odf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513320-3.odf
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).odfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH (Fin) (11).Ddf
FL17499 R3 C CAC MI Windows - 185 SH (Fin) (12).DdfDesignPressure: +60/-60
FL17499 R3 C CAC MI Windows - 185 SH fFlanoe) Other: R-PG60
10).Ddf
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 513327E-4.odf
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 FL17499 R3 C CAC MI Windows - 185 SH (Fin) (13).odf
FL17499 R3 C CAC MI Windows - 185 SH (Fin) (14).odfDesignPressure: +60/-60
FL17499 R3 C CAC MI Windows - 185 SH (Flange) Other: R-PG60*
11). Ddf
Quality Assurance Contract Expiration Date
10/17/2018
Installation Instructions
FL17499 R3 1] 08-02550B.odf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513328E-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 1B5 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 II 08-03163.Ddf
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.org/pr/pr_app dtl.aspx?pararn=wGEVXQwtDqtCUGavjQiz6B... 2/1/2018
Florida Building Code Online Page 3 of 4
Design Pressure: +55/-55 3).pdf
Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R3 C CAC MI Windows - 185 SH (Flanoe) Impact
2).DdfbeddedinPecora896sealant.
FL17499 R3 C CAC MI Windows - 185 SH (Flanoe) Impact
5).Ddf
Quality Assurance Contract Expiration Date
10/10/2018
Installation Instructions
FL17499 R3 11 08-02544B-l.pdf
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513320E-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)5-81G 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.pdf
Verified By: Luis R Lomas PE 62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513322E-2.pdf
Created by Independent Third Party: Yes
17499.7 185 Triple SH 111x72 Fin Frame IG/SG Single Hung 130x72 Flange Frame
1G/SG Single Hung
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL17499 R3 C CAC M1 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).pdf
FL17499 R3 C CAC MI Windows - 185 SH Triple (Flange)
4).odf
Quality Assurance Contract Expiration Date
10/20/2018
Installation Instructions
FL17499 R3 11 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).Ddf
Impact Resistant: No FL17499 R3 C CAC MI Windows - 185 SH Twin (Fin)
Design Pressure: +45/-45 4).Ddf
Other: R-PG45 FL17499 R3 C CAC MI Windows - 185 SH Twin (Flanoe)
3).odf
FL17499 R3 C CAC MI Windows - 185 SH Twin (Flange)
4),odf
Quality Assurance Contract Expiration Date
20/20/2018
Installation Instructions
FL37499 R3 11 08-02547B-7.pdf
Verified By: Luis R Lomas PE-62514
Created by Independent Third Party: Yes
Evaluation Reports
FL17499 R3 AE 513323E-7.pdf
Created by Independent Third Party: Yes
Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone, 850-487.1824
The State of Florida IS an AA/EEO employer. roovnaht 2007-2013 State of Florida.:: 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 Flonde law, email addresses are public records If you do not want your e-mail address released in response to a public -retards request, do not send
electronic mall 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
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NOTES:
I. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REOUIREMENTS OF THE FLORIDA BUILDING CODE.
2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL.
4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2' WINDOW UNITS MUST BE
ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED
INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO
MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL.
5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY
FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY
BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH
MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS
6 WHERE 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, APPUEO AND MADE FROM MATERIALS AND THICKNESS CAPABLE
OF SUSTAINING APPLICABLE LOADS.
10. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
11. FRAME MATERIAL• EXTRUDED RIGID PVC.
12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. SEE SHEET 11 FOR GLASS DETAILS.
13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WINO BORNE
DEBRIS REGIONS.
14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #8 WOOD SCREWS
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
RLV151m
I REV I 9TSdOPRON I arc I APPWAO
IrA I REVISEO ANCHOR SPACING & CHARTS 107/11/15 I R.L. I10REVISEDGLASS10/02/17 R L.
15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE 010 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.
0. 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 1 ELEVATIONS
4 - 10 INSTALLATION DETAILS
11 COMPONENTS
SIGNED: 1211412017
MI LLCMNO a
I '
t o 1!//
EDOOREET6soWIN0wWSEST
GRATZ. PA 17030-0370 r, GEN; .d'-,
il0y6Z5SERIES185ALUMINUMSINGLEHUNGWINDOW
52" X 72" NON —IMPACT je((iT
NOTES STATE OF
ORAWN NO Re N.G. 08 02 e SIOIIIAI 1\`\` Luis
R. Lomas P.E. FL
No.: 6251d IcAu
NTS arc 12/29/14 19 OF 11 L.
R09ERTOLOMASPE 1432
WOODFORD RO LEWRSVILLE. NC 27023 2J4.
600-0609 ibnmasOff spe o
A
FF
HE
52" MAX FRAME WIDTH
2" MAX 16" MAX 0 C. 2" MAX
L
I6"
O.C.
OMAX
2' —
AX
aME
GHT
pr
X
52" MAX FRAME WIDTH
2" MAX 16' MAX O.C. 2" MAX
2
16" /
r
OMAX /
0 C. /,t
72" —
MAX
FRAME
HEIGHT
4
X
185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW DESIGNER EXTERIOR VIEW
FLANGE d FINLESS INSTALLATION FLANGE 6 FINLESS INSTALLATION
SEE CHART /I FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART 01 FOR SMALLER UNITS REOUIREO 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 D.L.O.: 47 5/8" X 32 1/2'. SERIES 185 ALUMINUM SINGLE HUNG WINDOW
3. MAXIMUM FIXED O.L.O.: 49 3/8' x 32 1/2", 52" X 72" NON —IMPACT
FLANGE k FINLESS ELEVATIONS
DRAWN. DWC' NO
N.G. 1 08-02549
HARDWARE SCHEDULE
SCALE NTS 0ME 12/29/ 14 sHEEr 2 OF 11
2) METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL
L. ROBERTO LOMAS PE
1432 wvODFORO RD LE MSVILLE, NC 27023
2) BLOCK AND TACKLE BALANCE AT JAMBS 434.6ee4 M. TaaI14s®AaRusp adn
REVISM5 -
RLv DESCRIPTION I DATE I APPROVED
A REVISED ANCHOR SPACING & CHARTS 07/11/16 RL.
B 1 REVISED GLASS 10/02/17 R.L.
CHART#I
Number of anchor locations required
Frame Frame Width In
Height 18.00 24.00 30.00 36.00 42.00 48.00 52.00
in) 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
42.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4
4 3 4 3 4 3 4 4 4 4 4 4 4
55 3 5 3 5 4 5 4 5 4 5ME5353535454545
5 3 5 3 5 3 5 4 5 4 5 4 5
8 3 6 3 6 3 6 4 6 4 6 4 6
SIGNED: 1211412017
JN`J
c' 1R II
L1DM//
iEN,? 9dl y
0 5
TATE OF W
IOP G` s,. ORONA11
a\` Luis
R. Lomas P.E. FL
No.: 62514
NEVISON5
52" MAX FRAME WIDTH - 52' MAX FRAME WIDTH aEv OEscRIPaON OArE APPRMO
A REVISED ANCHOR SPACING k CHARTS 07/11/161 R.L. IRL. 2" MAX 10" MAX O.C. 2" MAX 2" MAX — 10" MAX O.C. 2" MAX
B REVISED GLASS 10/02/17
10" to"
MAX
O
MAX D.C.
O CHART#2
Number of anchor locations required
72"
MAX
FRAME
HEIGHT
72"
MAX
FRAME
HEIGHT
in)HE4ZOO
Frame Width In
tE.00 24.00 30.00 J6.00 12.00 It1,00 52.00
6 S Jamb H 6 S Jamb H 6 5 Jamb H 6 S Jamb H 6 S Jamb H 6 5 Jamb H 6 5 Jamb
I,
ILU]
3 3 3 3 4 3 5 3 5 3 6 3 6 3
3 4 3 4 4 4 S 4 5 4 6 4 6 4
3 5 3 5 4 5 5 5 5 5 6 5 6 5
JIB 3 5 3 5 4 5 5 5 5 5 6 5 6 5
X
7
x 54.
00
54.00
3 6 3 6 4 6 5 6 5 6 6 6 6 6
3 6 3 6 4 6 5. 6 5 6 6 6 6 6
60.00 3 7 J 7 4 7 7 5 7 6 7 6 7
L—J—_ 66.00
72.00
3 8 3 8 4 8 5 8 5 8 6 8 6 8
3 8 3 8 4 8 5 1 8 5 1 8 6 8 6 6
185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW
EXTERIOR VIEW EXTERIOR VIEW
FIN INSTALLATION FIN INSTALLATION
SEE CHART /2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART 02 FOR SMALLER UNITS REOUIRED ANCHORS
DESIGN PRESSURE RATING IMPACT RATING
t60.OPSF NONE
SIGNED: 1211412017
MI WINDOWS AND DOORS, LLC I I/
NOTES: 650MARKET STREET
Nla0 // 41
1. MAXIMUM SASH SIZE: 51" X 36".
GRATZ. PA 17030-0370 GENS',9 F .
SERIES 185 ALUMINUM SINGLE HUNG WINDOW2. MAXIMUM SASH D L.O.: 47 5/8" X 32 1/2". 0yy}5
3. MAXIMUM FIXED O.L.O.: 49 3/8" X 32 1/2". 52" X 72" NON -IMPACT
Y
y(fjt`
FIN ELEVATIONS 7 , AT OF
O
F•;°Z0RIOp;•• : GRAWW 7NO 08 2E
alv
B ONA"dG\
sate turf 3 OF 11549NTS12/29/14
HARDWARE SCHEDULE
LUF R. Lomas P.E. OLOMASP. L Rp9EE.
2) METAL SWEEP LOCK AT W FROM EACH ENO INTERIOR MEETING RAIL I43I WOOOFOilO 80LEIVISVttIE. IVG 1702J F l No.: 62514 BLOCK AND TACKLE
BALANCE AT JAMBS 4344".0 09
4Mus sia+usye oem
REVISIONS '
1 /2" MIN REV DESCRIPTION DATE APPROVED
EDGE DISTANCE
A REVISED ANOHOR SPACING h CHARTS 07/II/16 R.L.
WOOD FRAMING
OR 2X BUCK B REVISED GLASS 10/02/17 R.E.
BY OTHERS KI1 1/4" MIN.
EMBEDMENT7
BACKER ROO
do APPROVED 1/4" MAX
SEALANT SHIM SPACE
1 1/4" MIN.
10 W000 SCREWIII EMBEDMENT
1
1/2"
INTERIOR MIN
EDGE
DISTANCE
10 wool)
SCREW /
WOOD FRAMING J/
OR 2X BUCK
EXTERIOR BY OTHERS
BACKER ROD
do APPROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
BY OTHERS
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. SYOTHERS.
NOT SHOWN FOR CLARITY.
2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
1/4" MAX.
SHIM SPACE
INTERIOR
BACKER ROD
EXTERIORAPPROVED
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
FLANGE INSTALLATION DETAILS
N.C. 1 08-02549
SME NTS DATE 12/29/14 s-4 OF 11
L. ROBERTO LOMAS P.E.
1432 W 000FORD RD LEWSSVR.LE. NC 27022
434-M4609 am
SIGNED: 1211412017
0
S TATE OF +,
Luis R. Lomas P.E.
FL No.: 62514
METAL
STRUCTURE
BY OTHERS
APPROVED
SEALANT
1/2" MIN
EDGE DISTANCE
a 1/4" MAX.
SHIM SPACE
RENSIONS
REV 0MAIPRON 0-7E I APPROVED
A REVISED ANCHOR SPACINC & CHARTS 07/11/16 R.L.
0 REVISED GLASS 10/02/17 R.L.
1/4" MAX
SHIM SPACE
p10 SMS OR
SELF DRILLING
SCREW
10 SMS OR
INTERIORINTERIORSELFDRILLING
SCREWS
MIN.
EDGE
DISTANCE OUR
EXTERIOR
METAL
EXTERIOR STRUCTURE BACKER ROOBYOTHERSdoAPPROVED
SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
BACKER ROD SEALANT
APPROVED
SEALANT MAX.
SHIM SPACE
STRUCTURE
BY OTHERS
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
NOTES'
1 INTERIOR AND EXTERIOR FINISHES. BY OTHERS.
NOT SHOWN FOR CLARITY.
2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH AS TM E2112
SIGNED: 1211412017
MI DOWS D LLC tR I
IL/oWEST/J/' 650IA4N EDOOR E,T S
GRATZ, PA 17030-0370 v •GENs 9f i
SERIES 185 ALUMINUM SINGLE HUNG WINDOW O5 52"
X 72" NON -IMPACT y (` FLANGE
INSTALLATION DETAILS J', $TAT OF 5;
p ORIOP G\ `z. SaRV
0850549
5
a
fCONA S \\lORAWN: 111111110
SCALENTSarz12/29/14 OF 11 Luis
R. Lomas P.E. L.AWERTOLOMASPE 1432
WOODFORD RO LEWISVILLE. NC 27423 FL No.: 62514 434.6M 0609 dbRWS PYUm W o
2 1/ MIN.
EDGE DISTANCE
CONCRETE/MASONRY
BY OTHERS °
a .. ..
1 1/4" MIN.
OPTIONAL 1X BUCK • ° •A EMBEDMENT
SEE NOTES 3 — 7
SHEET 1 _r
I
f
1/4" MAX.
BACKER R00 SHIM SPACE
APPROVED
SEALANT
INTERIOR
EXTERIOR
3/16" TAPCON
1 1/4" MIN.
EMBEDMENT
CONCRETE/MASONRY
BY OTHERS
v
3/16" TAPCON ."
2 1/2"
MIN.
EDGE v "
DISTANCE
aEvrsgas
oLscaam0a QUE I APPaoVEO
REVISED ANCHOR SPACING & CHARTS 07/11/16 R.L.
REVISEO CLASS 10/02/17 R.L.
1/4' MAX.
SHIM SPACE
INTERIOR
BACKER R00
EXTERIOR
APPROVED
OPTIONAL I X BUCK SEALANT
SEE NOTES 3 — 7
SHEET t
JAMB INSTALLATION DETAIL
CONCRETE/MASONRY INSTALLATION
SILL TO BE SET
IN A BED OF
NOTES:
I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS.
BACKER ROO APPROVED
NOT SHOWN FOR CLARITY.
APPROVED STRUCTURAL
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
SEALANT SEALANT DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1211412017
OPTIONAL IX BUCK 1/4' MAX. MI WINDOWS AND DOORS, LLC II11iiIIl/,iSEENOTE3 — 7
SHEET 1
SHIM SPACE WEST MARKET STREET
ft.
650 41q
T
GRATZ, PA 17030-0370 r••v\GENS*.
CONCRETE/MASONRY SERIES IBS ALUMINUM SINGLE HUNG WINDOW 0, 6/25 *~
BY OTHERS 52" X 72" NON —IMPACT 0 (,(t1irr
FLANGE INSTALLATION DETAILS 7 , STAT OF 1•ey:
c 0R%'Dt- e • awwa owo w 08
Lv
aB
iO
F1ssj0NA
v `
NTS a1E 12/29/ 14 sHEcr 69 OF 11 II aG\ VERTICAL
CROSS SECTION L ROBERTO LAMAS P E. Luis R. Lomas P.E. CONCRETE/MASONRYINSTALLATION 84"WOOOFORDRDLEWISM4LE.NC27023 FL
No.: 62514 a.•eae•ow
1/2" MIN
EDGE DISTANCE
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD
1
SEALANT /
4" MAX. do APPROVED
HIM SPACE
BACKER ROD
k APPROVED
SEALANT
WOOD FRAMING
OR 2X BUCK
BY OTHERS
010 WOOD SCREW
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
SEALANT
1/4" MAX.
SHIM SPACE
r
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
NOTES'
I. INTERIOR AND EXTERIOR FINISHES, BV 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
1/2"
MIN
EDGE
DISTANCE
10 WOOD
SCREW
WOOD FRAMING
OR 2X BUCK
BY OTHERS
REvlsaNs
REV OESCRWTION M1E -VNOVED
A REVISED ANCHOR SPACING h CHARTS 07/11/16 R.L.
0 REMSEO GLASS I 10/02/17 IRL
1/4" MAX.
SHIM SPACE
INTERIOR
EXTERIOR
BACKER ROD
do 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
ORAwN• OWG N0.
N.G. 08=02549
SCA" NTS I 0"r 12/29/14 3"'R7 OF 11
L. ROBERTO LOMAS P E.
1432 WOODFORD RD LEWISVILLE, NC 27027
4344e34sos Ab...vlH ..Rw _
SIGNED: 1211412017
Ft I 1
L1o
k • 0 Rj fir'
TAT EOF ;W
DNA j1 a\\,,
Luis R. Lomas P.E.
FL No.: 62514
2 1/2" IMIN. EDGE DISTANCE
RENS!"
RLV oESCJim7gN WE Avva0vco
A REVISED ANCHOR SPACING do CHARTS 07/11/1 R.L
CONCRETE/MASONRY B REVISED GLASS 10/02/47 R.L
BY OTHERS14,
OPTIONAL 1X BUCK
a •
d•' •°
EMBEDMENT
1 1/4' MIN.
SEE NOTES 3 - 7
SHEET 1
EMBEDMENT
I CONCRETE/MASONRY
BY OTHERS OPTIONAL 1X BUCK
1/4" MAX.
SEE NOTES 3 — 7
a
SHEET 1
BACKER ROO SHIM SPACE
APPROVED
SEALANT
3/16- TAPCON • , 1 /4' MAX.
3/ 16- TAPCON SHIM SPACE
INTERIOR INTERIOR
2 1/2-
MIN. :a
EDGE
DISTANCE
EXTERIOR
EXTERIOR BACKER ROD
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
CONCRETE/MASONRY INSTALLATION
SILL TO BE SET
BACKER R00
APPROVED
IN A BED OF
APPROVED
NOTES:
1. INTERIOR AND EXTERIOR FINISHES. BYOTHERS.
SEALANT
STRUCTURAL
SEALANT
NOT SHOWN FOR CLARITY.
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
OPTIONAL IX BUCK 1 /4 • MAX
DESIGNED IN ACCORDANCE WITH ASTM E2112
SEE NOTE 3 - 7 SHIM SPACE
SIGNED: 1211412017
SHEET I
r MI WINDOWS AND DOORS, LLC L IIII/III,
LO
CONCRETE MASONRY
650 WEST MARKET STREET J S il. 4 ,//'
BY OTHERS
a.
a
GRATZ, PA 17030-0370 v••'GENy•. i11
v F
SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0t,6 1 # =
a! '
4 52" X 72" NON -IMPACT
e ` •• FINLESS INSTALLATION DETAILS a 7 •• $ TAT OF ty
a
DRAWN. owG N0 REv 1p*-'c 0RLOP'
08 SO 599 B jsS1ONA LSdG`\\ VERTICAL CROSS SECTION sc LE N7S ° llE 1 Z/29/ 14 OF 1 I
CONCRETFJMASONRY INSTALLATION
L. R09ERTO LOALAS RE
0432 HVODFORD RD LEMSVILLE. NC 27023 LUIS R. Lomas P.E.
FL No.: 62514494-W4609 AomLs@kiwm pea
APPROVED
SEALANT
BEHIND FIN
7/16- MIN
EDGE DISTANCE
7/16" MIN
EDGE DISTANCE
APPROVED
SEALANT
BEHIND FIN
1/4" MIN.
EMBEDMENT
WOOD
FRAMING
BY OTHERS
1/4" MAX.
F SHIM SPACE
p8 WOOD SCREW
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
WOOD FRAMING
BY OTHERS
1/4- MAX
rSHIM SPACE
RE%raom
REV OESCiRO'nON OAtE APPROVED
A REVISED ANCHOR SPACINC & CHARTS 07/11/16 R.L.
B REVISEO GLASS1 -0/02/17 R.L. R8
WOOD SCREW INTERIOR
1
1/4 MIN.
EMBEDMENT
APPROVED
SEALANT
Val
BEHIND
FIN 7/
16" IN EXTERIOR EDGE
OISTANCE JAMS
INSTALLATION DETAIL WOOD
FRAMING OR 2X BUCK INSTALLATION NOTES:
C
INTERIOR AND EXTERIOR FINISHES. BY OTHERS. 1/
4- MAX NOT SHOWN FOR CLARITY. SHIM
SPACE 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE 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:
owc No. N.
G. 08-02549 SCALE
NTS I DATE 12/29/14 1 sNEE110 OF 11 L.
ROBERTO LOMAS P.E. 14M
WOOEIFORO RO LEMSVILLE. NC 27027 4N6RI-
OW9 Abmss@&J m vs SIGNED:
1211412017 RI
IL/OW///// rEIgSt;
giP A•
TSE OF • — 41 Rl
Luis
R. Lomas P.E. FL
No.: 62514
METAL
STRUCTURE
BY OTHERS
APPROVED
SEALANT
BACKER ROC
APPROVE[
SEALANI
METAL
STRUCTURE
BY OTHERS
1/2' MIN
EDGE DISTANCE
1/4' MAX.
SHIM SPACE
R,,, ,,..15 OR
SELF DRILLING # 10 SMS OR INTERIOR
SCREW SELF DRILLING
R
SCREWS
T_
I/2"
MIN
EDGE
DISTANCE
1
EXTERIOR
METAL BACKER ROO
STRUCTURE & APPROVED
BY OTHERS SEALANT
JAMB INSTALLATION DETAIL
METAL STRUCTURE INSTALLATION
REVISMHS
REV ofSCRVRON dm aVVRWCO
A REMSEO ANCHOR SPACING k CHARTS 07/11/16 R.L.
B REVISEO GLASS 10/02/17 R.I.
1/4' MAX.
SHIM SPACE
VERTICAL CROSS SECTION
METAL STRUCTURE IIVSTALLA770M
NOTES,
1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS,
NOT SHOWN FOR CLARITY.
2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SILL TO BE SET
IN A BED OF
APPROVED
STRUCTURAL
SEALANT
1/4" MAX.
SHIM SPACE
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
CRAWW OWC 110
N.G. 08-02549
Scxc NTS 6^1E 12/29/14 1 S'¢ET8 OF I
L. ROBERTO LOMAS P E.
1432 HOOOFORO RO LEW ISVILLE, RG 2M23
434-699-0609 abM ash -tox com
SIGNED: 1211412017
1 11L 0 1f7j i
o , lTATE OF ;
REV '`t`• A,<ORIOV` .
B el ...
1
G\
Luis R. Lomas P.E.
FL No.: 62514
2 3/16" 1 7/8' — 13/81--
r 2 3/ 16' -I
13/16" 2 3/16" I j 2 3/16"
1 5I/16'
L=Fj
FLANGE FRAME HEAD FLANGE FRAME JAMB FINLESS FRAME HEAD FINLESS FRAME JAMB
CM•18501 CM-18503 CM-18553 CM•18503
ALUMINUM 6063-T5.050. THICK ALUMINUM 6063-T5.050' THICK ALUMINUM 6063-T5.050' THICK ALUMINUM 606.9-TS .050' THICK
2 5/16' 2 5/16' -I 2 5/16' -I
2 3/ 16'
2 13I/
1 3 3/4"
L 2 5/16'
FLANGE FRAME SILL FINLESS FRAME SILL
CM• 18502 CM• 18554 FIN FRAME HEAD
ALUMINUM 6063-T5 055' THICK ALUMINUM 6063-T5.055' THICK
FIN FRAME SILL
CM•18509 CM-18508
ALUMINUM 6063-T5.055' THICK ALUMINUM 6063-T5.050' THICK
1 7/16' 2 3/8'
1 5/8'
FF
1 1/8'
2 5/16' 2 3/16"
1 i E9: L L
LOCK RAIDS 'ILE SASH BOTTOM RAIL MEETING RAIL FIN FRAME JAMB
CM• 18505 CM-18555 CM• 18504
CM-
ALUMINUM 6063-T5.062' THICK ALUMINUM 6063-TS 050' THICK ALUMINUM 6063-T5.055' THICK
ALUMINUM 6063-T5.•T5.050' THICK
REVISIONS . •
I REV I oESCRIPnoN I are I APPMWO
l A l REVISED ANCHOR SPACING & CHARTS 107/11/16 I R L. II6REVISEDGLASS10/02/17 R.L.
5/8'
1/6' ANN. - 1/8" ANN.
1/8" ANN.
090 PVB BY KURARAY
METAL REINFORCED
BUTYL SPACER
EXTERIOR
1- INTERIOR
1/2 SITE SILEICCONT
SETTING BLOCK
GLAZING DETAIL
SIGNED: 1211412017
I~ 1/8
3/8'
MI WINDOWS AND DOORS, LLC 11"" .'IIb,
1— I
f I~ 650
GRATZSPA 1STREETT
MARKET7030
0370 GF-Ny* 9Ji L
III y=
9
15/
16' SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"
X 72" NON -IMPACT 1D,.
696 v/
fir COMPONENTS
IA IT OF '` T0`'. GLAZINGBEADSASHSTILEa
p R fl A'(OR10P. 08
549 B S/ONAj1EaG`` RIGIDPVC.050'THICK ALUM/NUM6063-T5A50'THICK SNGIG[ M1E 5 NTS12/29/14 I1 OF 11 L.
ROBERTO LO&W P.E. Luis R. Lomas P.E. IU2
WOODFORD RO LEWISVILLE, NG27023 434-
M-01109 414.8$Lskta wa c FL No.: 62514
Florida Building Code Online Page 1 of 3
la v `
BCIS Home Log In User Registration Not Tooits Submit Surcharge Stats h Facts i PublkaUons i FBC Stag SCIS Site Map Unks ( Search
r
w t •'a Product ApprovalrUSER: Public User
R' Via`
Product Approval Menu > Product or Aoollcatlon Search > Application Ust > Application Detail
FL x FL15349-R9
Application Type Revision
Code Version 2017
Application Status Approved
Approved by DERR. Approvals by DBPR shall be reviewed and ratified
by the POC and/or the Commission if necessary.
Comments
Archived r
Product Manufacturer MI Windows and Doors
Address/Phone/Email 650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext2560
bsitlinger@miwd.com
Authorized Signature Brent Sitlinger
bsitlinger@miwd.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Windows
Subcategory Fixed
Compliance Method Certification Mark or Listing
Certification Agency American Architectural Manufacturers Association
Validated By Steven M. Urich, PE
0 Validation Checklist - Hardcopy Received
Referenced Standard and Year (of Standard) Standard
AAMA 506
AAMA/WDMA/CSA 101/I.S. 2/A440
Equivalence of Product Standards
Certified By
Product Approval Method Method 1 Option A
Date Submitted 12/31/2017
Date Validated 12/31/2017
Date Pending FBC Approval
Date Approved 01/04/2018
Year
2011
2008
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvA,tDgtH8572gvdWI... 1/3 1 /2018
Florida Building Code Online Page 2 of 3
Summary of Products
FL # Model, Number or Name Description
15349.1 185 PW 73 x 72 Insulated Glass
Limits of Use Certification Agency Certificate
Approved for use in HVHZ: No FL153495349 R9 C CAC APC 12786.odf
Approved for use outside HVHZ: Yes FLIS349S349 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
Fi 1 S349 R9 AE 513124B.odf
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 FLIS349 R9 C CAC APC 15350.odf
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 FLIS349 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-off
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: Yes 06/25/2021
Design Pressure: +55/-55 Installation Instructions
Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R9 II 08-02948.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.pdf
Created by Independent Third Party: Yes
15349.4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass
Limits of Use Certification Agency Certifrrzte
Approved for use in HVHZ: No FL15349 R9 C CAC APC 8272.ndf
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" FLIS349 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 5122785.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 useoutside 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
Cant= Us ;: 2601 Blair Stone Road_ Tallahassee FL 32399 Phone: 850-487.1824
The State of nonda is an AAIEEO employer. Coovridht 2007-2013 5gLte of Florida.:: Pnvaty Statement :: Amessibility Statement ;: Refund Statement
https://www.floridabuilding-orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWl... 1 /31/2 018
Florida Building Code Online Page 3 of 3
Under Flonda law, small addresses are public records. If you do not want your e-mail address released in response Co a public -records request do not send
electronic mall to this enttty. Instead, contact the office by phone or by traditional mad. If you have any questions, please contact 850 487.1395. 'Pursuant to
Section 4SS.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 email$ provided may be used for offrcial communication with the licensee. Ftowever email addresses are public record If you do not wish to
supply a Personal address, please provide the Department with an email address wmtlr 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 Ck
Credo Card.
Safe
https://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWl... 1 /31 /2018
NOTES:
1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH
REOUIREMENTS 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 TWIN 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 APPUCABLE LOADS.
10. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-75.
12. UNITS MUST BE GLAZED PER ASTM E1300-04/09.
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 16 WOOD. SCREWS
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE.
LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
DESOWPgN DATE APPROVED
REVISED INSTALLATION DETAILS 06/01/15 R.L.
REVISED NAME AND ADDRESS 10/27/16 R.L.
15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO
SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS.
16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 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
ORILLING 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.
0. METAL STRUCTURE: STEEL 18GA (.048' FY-33KS1/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 DRAM N0. owo
N0. DESCRIPTION J.L. 04-07.357
NOTES Is-NTS aL- 09/03/14 -1 OF 12
2 - 3 ELEVATIONS, CHARTS AND GLAZING DETAILS
4 - 12 INSTAILATION DETAILS
L. ROBERTO LOADS P.E.
14.2 WOODFORD RD LEWSVILLE. NC 27023
434.60414W 4b=s@ wnnWv o
SIGNED: 11/15/2016
Luis R. Lomas P.E.
FL No.: 62514
72 1/2" MAX FRAME WIDTH
6" MAX P r IS MAX O.C. 6- MAX
L
18"
MAX O.C.
71 1/2"
MAX
FRAME
HEIGHT
jL
REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW
01 do 12 EXTERIOR VIEW
FOR NUMBER OF
ANCHORS REOUIREO
72 1/2' MAX FRAME WIDTH
6" MAX _ 18" MAX O.C. _
I 6" MAX
6.
71 1/2' le
MAX MAX O.C.
FRAME T
HEIGHT 1
j j
REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
ill h 12 EXTERIOR VIEW
FOR NUMBER OF
ANCHORS REQUIRED
DESIGN PRESSURE RATING IMPACT RATING
t60.OPSF NONE
NOTES,
1. MAXIMUM D.LO 69 314' X 66 314'
REVISIONS
DESCRIPTION DATE APPROVED
REVISED INSTALLATION DETAILS 06/01/15 R.L.
REVISED NAME AND ADDRESS 10/27/16 R.L.
CHARTaI
Number of anchors required (wl oul rigid Hllersi
Frame Frame wldtti Ifni
thight 24.00 1 30.00 ADD 42.00 48.00 1 64.00 00.00 1 64.00 72.50
Iln) HAS PaMbi HAS Pamb HAS P4.6 HAS pamb Has Jamb Has amb Has amb Has amb Has 8,2
24.00 2 2 2 2 J 1 2 3 2 3 2 4 2 4 2 4 2 5 2
7a00 2 2 2 2 3 2 3 2 3 2 4 1 2 4 2 4 2 S 2
MV 2 3 2 3 3 3 3 3 3 4 3 4 5 s 3
42.00 2 3 2 3 3 3 3 3 3 3 1 3 5 3 5 3 a 3
40.00 2 3 3 J 3 3 3 3 4 3 S 3 6 3 6 3
4.00 2 4 2 4 3 4 3 4 3 4. 4 4 5 4 6 4 7 4
00.00 2 4 2 4 3 4 3 5 7 5 4 5 5 5 6 5 7 5
04.00 2 4 2 4 3 5 3 5 3 6 4 6 5 0 0 6 7 6
7f.60 2 5 2 5 3 5 1 3 6 7 1 6 4 7 5 7 6 7 7 7
CHART a2
Number of anchors required (with rigid 611en)
Frame Ram a width (ln)
Illlght 24.00 3000 30 00 42.00 1 40.00 1 54.00 60.00 64 00 1 72.50
Ifni HaS iamb H65 Jamb HAS amb H65 ismb HaS Jamb Ha5 Jamb HAS amb H65 amb HAS amb
24.00 2 2 2 2 7 2 2 3 2 4 2 4 2 4 2 5 2
30.00 2 2 2 2 2 3 2 3 2 4 2 4 2 4 2 5 2
36.00 2 3 2 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 3
40.00 2 3 2 J J 7 7 3 3 3 1 3 4 3 4 3 S 3
4.00 2 4 2 4 3 4 4 4 4 1 4 4 4 S 4
40.00 2 4 2 4 3 1 3 4 3 4 4 4 4 4 4 4 S 4
66 00 2 1 2 4 7 1 3 4 3 1 4 1 4 A 4 4 5 4
7f." 2 S 2 s 3 s 3 5 3 5 4 5 4 5 4 s 5 5
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 do CHARTS
J.L. 1 08-02357
SUIE NTS I O"7E 09/03/14 Ism2 OF 12
L. ROBERTO LOMAS P E
84M N1000FOR0 RO LEWISVILLE, NC 27023
134.660.0609 rmrtas ObrrM.spe.atm
SIGNED: 11/15/2016
t.. to
J J ' q
GEHSd` •`P
0 6 *=
STATE OF
i0S:°40R10: G```
s10NA j1S 1``\.
Luis R. Lomas P.E.
FL No.: 62514
71
I
Fl
HE
6' MAX —
72 1/2- MAX FRAME WIDTH —
18' MAX O.C.
18
MAX O.C.
1/2'
IAX
IGHCHT
5' MAX
REFER TO CHART y3 §
SERIES 185 ALUMINUM FIXED WINDOW
FOR NUMBER OF
EXTERIOR VIEW
ANCHORS REQUIRED
72 1/2' MAX FRAME WIDTH
6' MAX F 18" MAX O.C.
Y
71 1/2-
MAX
FRAME
HEIGHTI l oo
6' MAX
IEFER TO CHART 13
FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW
ANCHORS REQUIRED EXTERIOR VIEW
DESIGN PRESSURE RATING IMPACT RATING
t60.0PSF NONE
NOTES:
1. MAXIMUMO.LO: 69314•X68Y4'
REVISIONS "
DESG710•IION DATE APPROVED
REVISEO INSTALLATION OETAILS 06/01/15 R.L.
REMSEO NAME ANO AOORESS 10/27/16 R.L.
CHART M3
Number ofanchomrequired (NnInstallation Frame
Frame width (In) Height
Pn)
24.
00 HAS
jamb 30.
00 Has
amb 34.
00 HAS
amb 42.
00 H65
JambiH65 4800
amb
64.
00 H65
JambiH65 40.
00 amD
66
00 H65
Jamb 72.
60 H65
Jamb 24.
00 3 3 3 J 4 1 3 4 J 5 3 5 3 6 3 3000
3 3 3 3 3 3 4 3 1 3 4 3 5 3 5 3 6 3 36.
00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 42.
00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 16.
00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 s 4 6 4 400
3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4. 6 60.
00 3 5 3 5 3 5 4 5 4 5 4 5 S 5 5 5 6 5 o"',
J 5 3 5 7 5 4 5 4 5 4 5 5 5 5 5 e 5 71.
60 3 6 3 6 3 6 4 0 4 6 4 6 5 a 5 e 6 6 SEE
SHEET 6 FOR INSTALLATION DETAILS MI
WINDOWS AND DOORS, LLC 650
W. MARKI T ST. GRATZ,
PA 1 030 SERIES
185 ALUMINUM FIXED WINDOW 73"
X 72" NON —IMPACT FIN
ELEVATION & CHART DRAWK
Oe10 NO J.
L. 08-02357 sas>
NTS DID 09/03/14 S'W3 OF 12 L
RMRTO LOMAS P.E 1432
NVOOFORO RD LEMSVILLE. AC 27=1 1316ea-
0609 ,6onalJt"e64+rYSPe.c9m SIGNED:
11/15/2016 vk,
to b, •
v G E SF ,4P _ E
OF + w 0'
F•'
O OR10P • i4?$ ONAi1INaG\ Luis
R. Lomas P.E. FL
No.: 62514
aEM504 ' •
1/2" MIN.
REV oESPIrm" o"7E A"fl0 o
EDGE DISTANCE 3/4" MIN A REVISED INSTALLATION DETAILS 06/01
WOOD FRAMING 1 1/4" MIN.
METAL r EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L.
OR 2X BUCK EMBEDMENT
STRUCTURE
8Y OTHERS I/4" MAX. BY OTHERS
SHIM SPACE
1/4" MAX.
BACKER ROD SHIM SPACE BACKER ROO
APPROVED APPROVED
SEALANT SEALANT 10 SMS OR
10 WOOD SCREW SELF DRILLING
SCREW
EXTERIOR EXTERIOR INTERIOR
INTERIOR
I10 SMS OR
A 10 W000 SCREW
SELF DRILLING
SCREW
BACKER R00
RIGID FILLER BACKER ROO RIGID FILLER
APPROVED
SEALANT
1/4" MAX. APPROVED
SEALANT 1/4" MAX.
SHIM SPACE SHIM SPACE
W000 FRAMING 1 1/4 MIN
METAL NOTES:
OR 2X BUCK EMBEDMENT
STRUCTURE
BY OTHERS
1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS.
BY OTHERS NOT SHOWN FOR CLARITY.
3/4" MIN 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
EDGE DISTANCE DESIGNED IN ACCORDANCE WITH ASTM E2112
1/2- MIN
EDGE DISTANCE VERTICAL CROSS SECTION
VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN. 1/4" MAX.
EMBEDMENT I r SHIM SPACE
1/2" MIN.
EDGE OISTANCEF INTERIORI
010 WOOD
SCREW
WOOD FRAMING EXTERIOR
OR 2X BUCK
BACKER R00BYOTHERS & APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
I/4' MAX.
SHIM SPACE
3MIN. INTERIOR
EDGEEDDISTANCE110
SMS OR J ' SELF
DRILLING SCREWS
EXTERIOR
METAL
STRUCTURE
BACKER ROO BY
OTHERS APPROVED SEALANT
JAMB
INSTALLATION DETAIL METAL
STRUCTURE INSTALLATION 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 WITHOUT FILLERS wawa
owG No, a J.
L. 08-02357 sckE
NTS I o"TE 09/03/14 5"'u4 OF 12 L
ROBERTO LOMAS P.E. 1432
WOODFORD RO LEWISVXLE. AC 2703 434-
m-OW9 f4xMS@Harusp ox" SIGNED:
11/15/2016 o
2'Ns
a ;
STATE OF= QI: 0
ZOR1OP
G x\ i
77SONA 11 e1`\`\ Luis
R. Lomas P.E. FL
No.: 62514
REM511" 1•
ACV oEStam m 1 a1E APRRWC0
2 1/2" MIN.
A REVISED INSTALLATION DETAILS 06/01/15 RL
EDGE DISTANCE 0 REVISED NAME AND ADDRESS 10/211/1, R.L.
CONCRETE/MASONRY
BY OTHERS a " , 1 1/4" MIN.
1 1/4" MIN,
EMBEDMENT
OPTIONAL IXBUCK EMBEDMENT
SEE NOTES 3 — 7
SHEET I r
CONCRETE/MASONRY
BACKER R00 1/4' MAX OTHE S 1/4" MAX
do APPROVED SHIM SPACE SHIM SPACE
SEALANT OPTIONAL IX BUCK
SEE NOTES 3 — 7
SHEET 1
3/I6" TAPCON
EXTERIOR INTERIOR 3/ 16" TAPCON INTERIOR
3/I6" TAPCON
BACKER ROO
h APPROVED
SEALANT
1/4' MAX. 2 1/2"
OPTIONAL IX BUCK SHIM SPACE MIN
SEE NOTE 3 — 7
SHEET 1
EDGE
DISTANCE
a
EXTERIOR
r
BACKEq RODCONCRETE/MASONRY
BY OTHERS n 1 1/4" MIN. APPROVEDLANT
EMBEDMENT JAMB INSTALLATION DETAIL
CONCRETIDWSONRYINSTALLATION
Q •°
2 1/2" MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETEJMASONRY INSTALLATION
NOTES:
I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS.
NOT SHOWN FOR CLARITY
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH ASTM E2112
SIGNED: 11/15/2016
MI WIND oWw. MNDKETDOORS, LLC c' It 11L
GRATZ. PA 17030
ow-, GEH,S 9,p'-_'
5SERIES185ALUMINUMFIXEDWINDOW
73" X 72" NON —IMPACT
FILLERS T(AT
L07`
FINLESS INSTALLATION DETAILS WITHUT
DRAM oeC N0. R-V
08 02 57 B
LUIS R. Lomas P.E.
suLE NTS GATE 09/03/14 5 OF 12
L. RMERTO LOADS P.E.
14MWOODFORD RO LEMSVIELE. NC 27023 FL No.: 62514
u46Se•0M mmn;LW&bma3W.0xA
1/2" MIN.
EDGE DISTANCE
WOOD FRAMING 1 1/4" MIN.
OR 2X BUCK EMBEDMENT
BY OTHERS
1/4' MAX.
BACKER ROD SHIM SPACE
APPROVED
SEALANT RIGID FILLER
10 WOOD SCREW
EXTERIOR
INTERIOR
10 WOOD SCREW
RIGID FILLER
BACKER ROD
APPROVED 1/4- MAX.
SEALANT r 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 r SHIM SPACE
T RIGID FILLER
1/2' MIN.
EDGE DISTANCE
10 WOOD
SCREW
WOOD FRAMING EXTERIOR
OR 2X BUCK
BACKER ROOBYOTHERS &
APPROVED
SEALANT
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
RE`A WNS
REV OEwRmODM WE AP'PROM
3/4- MIN
A RCVISEO INSTALLATION DETAILS 06/01/15 R.L.
METAL I EDGE DISTANCE 0 REVISED NAME ANO AOORESS 10/27/16 R.L.
STRUCTURE
BY OTHERS 1/4" MAX.
f1 r SHIM SPACE
BACKER ROD J
APPROVED til RIGID FILLER
SEALANT
10 SMS OR
SELF DRILLING
SCREW
EXTERIOR INTERIOR
010 SMS OR
SELF DRILLING
SCREW
BACKER ROO RIGID FILLER
APPROVED
SEALANT 1/4- MAX.
F SHIM SPACE
METAL NOTES:
STRUCTURE
8Y OTHERS I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS.
NOT SHOWN FOR CLARITY.
3/4" MIN Y. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
EDGE DISTANCE DESIGNED IN ACCORDANCE WITH ASTM E2112
VERTICAL CROSS SECTION
METAL STRUCTURE INSTALLATION
1 /4- MAX.
ISHIM SPACE
T — RIGID FILLER
3MIN. INTERIOR
EDGEEDDISTANCE10
SMS OR — SELF
DRILLING SCREWS
EXTERIOR
METAL
STRUCTURE
BACKER ROD BY
OTHERS APPROVED SEALANT
JAMB
INSTALLATION DETAIL METAL
STRUCTURE INSTALLATION MI
WINDOWS AND DOORS, LLC 650
W. MARKET ST. GRATZ.
PA 17030 SERIES
185 ALUMINUM FIXEO WINDOW 73"
X 72" NON —IMPACT FINLESS
INSTALLATION DETAILS WITH RIGID FILLERS omww
owc No. REv J.
L. 1 08-02357 B ME
NTS I a1E 09/03/14 S"EL'6 OF 12 L.
ROOERrO LOWS P.E. I432
WOODFORD RD LEWISVILLE. NC 2M23 434•
6M-MM Abmas@abmaspoom SIGNED:
11/15/2016 1R
I IL 04f o
VAT OF w Z1 i 9Nn.
0R10' Luis
R. Lomas P.E. FL
No.: 62514
REVISIONS
REV OESCRIPI,ON DATE AMRO.EO
2 1/2- MIN.
A REVISED INSTALEATION DETAILS 06/01/15 R.L
EDGE DISTANCE I 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 EMBEDMENT
SEE NOTES 3 — 7
SHEET 1
CONCRETE/MASONRYOTHERSBACKERROD1/4" MAX 1/4" MAX.
k APPROVED SHIM SPACE SHIM SPACE
SEALANT OPTIONAL X38UC7RIGIDFILLERSEENOTES
RIGID FILLERSHEET1
3/I6- TAPCON
EXTERIOR INTERIOR 3/ 16" TAPCON INTERIOR
3/16- TAPCON
BACKER ROD
do APPROVED RIGID FILLER
SEALANT
1/4" MAX. 2 1/2'
OPTIONAL 1X BUCK SHIM SPACE MIN
SEE NOTE 3 — 7 EDGE
SHEET 1 DISTANCE EXTERIOR
CONCRETE/MASONRY
BACKER ROD
BY OTHERS e 11/4 MIN.
dt APPROVED
SEALANT
EMBEDMENT
JAMB INSTALLATION DETAIL
d.. ° ,
CONCRETEAUASONRY INSTALLATION
2 1/2 MIN.
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETE/MASONRY INSTALLATION
SIGNED: 11/15/2016
DOORS, LLCMIWINOsoWw. a IItIoMnDKGRATZ.
5
PA 17030 i•GEIVs.9J1 i
NOTES.,
I.INTERIORANDEXTERIOR FINISHES. BYOTHERS, NOy6125 I ff SERIES185, ALUMINUM FIXED WINDOW NOT
SHOWN FOR CLARITY. 73" X 72" NON -IMPACT 7//G(€( - 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE FINLESS INSTALLATION DETAILS WITH RIGID FILLERS I0 , TAT OF ; o DESIGNED
IN ACCORDANCE WITH ASTM E21 I2 0 ` F3,,;
ORIgP G\\ DRAWN: oxeC NO. 7.
08 S7 MIE
SONEET NTS09/03/14 7 OF 12 I LRORERTOLOMASPELU13 R. Lomas P.E. 14M
WOODFORD RO LEWISVILLE, NC 2703 FL No.: 62514 4JI.666.0609 Alames Okwwwemm
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROD h
APPROVCD SEALANT
BEHIND FLANGE
1/2" MIN.
EDGE DISTANCE
1 1/4" MIN.
F EMBEDMENT
1/4" MAX.
SHIM SPACE
10 WOOD SCREW
METAL
STRUCTURE
BY OTHERS
BACKER ROO do
APPROVED SEALANT
BEHIND FLANGE
r^ 3/4^ lMIN ^'
1/4- MAX.
SHIM SPACE
10 SMS OR
ELF DRILLING
CREW
RENSlon '
REV OESCRPTgN GATE APPROVED
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
0 REVISED NAME ANO ADDRESS 1 10/27/16 1 RL.
EXTERIOR EXTERIOR INTERIOR
INTERIOR
J10 SMS OR
I10 W000 SCREW
SELF DRILLING
SCREW
BACKER ROO do
RIGID FILLER
BACKER ROD Ec RIGID FILLER
APPROVED SEALANT 1/4" MAX. APPROVED SEALANT
BEHIND FLANGE A.-il SHIM SPACE BEHIND FLANGE 1/4" MAX.
F SHIM SPACE NOTES
WOOD FRAMING 1 1 4" MIN
METAL 1 INTERIOR AND EXTERIOR FINISHES, SYOTHERS.
OR 2X BUCK STRUCTURE NOTSHOWNFOR CUIRITY BY
OTHERS EMBEDMENT
BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED
IN ACCORDANCE WITH ASTM E2112 3/
4" MIN I 1/
2" MIN EDGE
DISTANCE EDGE
DISTANCE VERTICAL CROSS SECTION VERTICAL
CROSS SECTION METAL STRUCTURE INSTALLATION WOOD
FRAMING OR 2X BUCK INSTALLATION 1/
4" MAX. 1
1/4" MIN 1/4' MAX. SHIM SPACE EMBEDMENT
SHIM SPACE 1/
2" MIN. 3/4" MIN. INTERIOR EDGE
DISTANCEEDGE DISTANCE SIGNED: 11/15/2016 INTERIOR
MI
WINDOWS DOORS, LLC II` 0
1 MnDK JxSIa 10
WOOD 010 SMS OR GRATZ,
PA 17030 GENSe s SCREW
SELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW 0 SCREWS
73" X 72" NON—IMPACTW000 RIFFRAMINGOR
2X BUCK EXTERIOR METAL EXTERIOR FLANGE INSTALLATION DETAILS WITHOUT FILLERS 3 TAT i'•
jI 41 BYOTHERSBACKERRODdoSTRUCTURE
BY
OTHERS BACKER ROD do ORAvnr oRcNo as 08
B OP••
ijFs' R1. Q
QNAiI
I\`
SEALANT
APPROVFUWSEALANTAPPROVED BEHIND
E BEHIND FLANGE E NTS GATE 09/03/ 14 s E2ET 87 OF 12 JAMB
INSTALLATION DETAIL JAMB INSTALLATION DETAIL L. RMERTOLOMASP.E. Luis R. Lomas P.E. WOODFRAMINGOR2XBUCKINSTALLATIONMETALSTRUCTUREINSTALLATION1432WOODFORDROLEMSVILLE. NC 27023 434•
6m-mn AMusawkwSOe.Co. FL No.: 62514
CONCRETE/MASONRY
BY OTHERS
OPTIONAL IX BUCK
SEE NOTES 3 - 7
SHEET 1
BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
EXTERIOR
BACKER ROO & -
APPROVED SEALANT
BEHIND FLANGE
OPTIONAL I X BUCK -
SEE NOTE 3 - 7
SHEET 1
CONCRETE/MASONRY
BY OTHERS
2 1/2" MIN.
EDGE DISTANCE
kSHIM
1 1/4" MIN.
EMBEDMENT
4" MAX.
SPACE
3/16" TAPCON
INTERIOR
o— 3/16" TAPCON
1/4" MAX.
F
SHIM SPACE
I
I_ 2 1 /2" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
CONCRETE/MASONRY INSTALLATION
I
1 1/4" MIN.
EMBEDMENT
1 1/4" MIN.
EMBEDMENT
CONCRETE/MASONRY
BY OTHERS
OPTIONAL IX BUCK
SEE NOTES 3 - 7
SHEET 1
3/16" TAPCON
2 1/2'
MIN.
EDGE
DISTANCE
I
NOTES:
1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS.
NOT SHOWN FOR CLARITY
2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
DESIGNED IN ACCORDANCE WITH AS TM E2112
REVISIONS •
REV OESCRWTION GATE APPRMO
A REVISED INSTALLATION DETAILS 06/01/15 R.L.
B REVISED NAME AND ADDRESS 10/27/16 R.I.
I r
1/4- MAX.
SHIM SPACE
INTERIOR
EXTERIOR
7_ BACKER ROD &
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
CONCRETE/MASONRY INSTALLATION
SIGNED: 1111512016
MI WINDOWSMARKETANDDOORS, LLC a IILIo/,/ 5GRATZ,
PA 17030 v •GENSF:9,%
SERIES
185 ALUMINUM FIXED WINDOW 0y6}51 73"
X 72" NON -IMPACT f(1yp7= FLANGE
INSTALLATION DETAILS WITHOUT FILLERS A' STATE OF ((t/y. ORAwW
OIIC N0. 08-
021357 REv
a
NA suLE
a1E NTS09/03/14 9 OF 12 11E\ L.
RMERiO I OMAS P.E. LUIS R. P.E. 14M
NVODFORO RD LEN75VMLE. NC 27023 346W-
O 09 M„MSD'A 00. FL ,,
LOfT10S 62514
WOOD FRAMING
OR 2X BUCK
BY OTHERS
BACKER ROO do
APPROVED SEALANT
BEHIND FLANGE
1/2' MIN.
EDGE DISTANCE
1 1/4" MIN.
F EMBEDMENT
1/4- MAX.
SHIM SPACE
RIGID FILLER
10 WOOD SCREW
EXTERIOR
INTERIOR
010 WOOD SCREW
RIGID FILLER
BACKER ROD k
APPROVED SEALANT 1/4" MAX.
BEHIND FLANGE r SHIM SPACE
WOOD FRAMING 1 1/4" MIN.
OR 2X BUCK EMBEDMENT
BY OTHERS
1/2" MIN
EDGE DISTANCE
VERTICAL CROSS SECTION
WOOD FRAMING OR 2X BUCK INSTALLATION
1 1/4" MIN 1/4' MAX.
EMBEDMENT I r SHIM SPACE
M RIGID FILLER
1/2" MIN.
EDGE OISTANC
III 10 WOOD
SCREW
WOOD FRAMING
EXTERIOROR2XBUCK
BY OTHERS BACKER ROD do
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
WOOD FRAMING OR 2X BUCK INSTALLATION
RvAwws "
REY OESCRIPTON CATE APPROVEO
3/4" MIN A REVISED INSTALLATION OETAILS 06/01/15 RL.
METAL r EDGE DISTANCE
STRUCTURE 8 REVISED NAME AND ADDRESS 10/27/16 R.L.
BY OTHERS 1/4MAX. SHIM
SPACE FBACKER
ROO do APPROVEO
SEALANT RIGID FILLER BEHIND
FLANGE 110
SMS OR SELF
DRILLING SCREW
EXTERIOR
INTERIOR 10
SMS OR SELF
DRILLING SCREW
BACKER
ROD do RIGID FILLER APPROVED
SEALANT BEHIND
FLANGE 1/4" MAX F
SHIM SPACE NOTES. METAL
1 INTERIOR AND EXTERIOR FINISHES. BY OTHERS. STRUCTURE
NOT SHOWN FOR CLARITY BY
OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 3/
4" MIN DESIGNED
IN ACCOROANCE WITH ASTM E2112 EDGE
DISTANCE VERTICAL
CROSS SECTION METAL
STRUCTURE INSTALLATION 1/
4' MAX. SHIM
SPACE RIGID
FILLER 3/
4" MIN. INTERIOR EDGE
DISTANCE 10
SMS OR SELF
DRILLING SCREWS
METAL
EXTERIOR STRUCTURE
BACKER R00 k BY'
OTHERS APPROVED
SEALANT BEHIND
FLANGE JAMB
INSTALLATION DETAIL METAL
STRUCTURE INSTALLATION SIGNED:
11/15/2016 MI
WINDOWS AND DOORS, LLC 11111II111,i 650
W. MARKET ST. L 11 GRATZ,
PA 17030 J\
5 - I\GENSF9iP' SERIES
185 ALUMINUM FIXED WINDOW 73"
X 72" NON—IMPACTFLANGE V0_F INSTALLATIONDETAILSWITHRIGIDFILLERS1STATF • ;:
0 R1aP • \` \ pgANR1. LRVG NO REV 08
57 B LUIS
R. Lomas P.E. sau>:
alE NTS09/03/14 10 OF 12 L
ROBERTO LOMAS P.E. 1632
NVOOFORO RO LEW18VILLE. MC 2AVJ FL No.: 62514 434-M-OW dI0=$®liomaw mm
2 1/2" MIN.
IEDGEDISTANCE
CONCRETE/MASONRY
BY OTHERS
c
1 1/4" MIN.
OPTIONAL IX BUCK • • 4 EMBEDMENT
SEE NOTES 3 — 7 '
SHEET 1
f
BACKER ROD do
APPROVED SEALANT
BEHIND FLANGE
EXTERIOR
BACKER ROO do -
APPROVEO SEALANT
BEHINO FLANGE
OPTIONAL 1X BUCK —
SEE NOTE 3 - 7
SHEET 1
CONCRETE/MASONRY —
BY OTHERS
1 1/4" MIN.
EMBEDMENT
CONCRETE/MASONRY
1/4" MAX. BY OTHERS
SHIM SPACE
RIGID FILLERER
OPTIONAL IX BUCK
SEE NOTES 3 - 7
SHEET I
3/16" TAPCON
INTERIOR 3/16" TAPCON
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
CONCRET&MASONRY INSTALLATION
2 1/2"
MIN.
EDGE
DISTANCE
I
NENSpNS '
REV DESCRIPTION are APPROKO
A REVISEO INSTALIAT10N OETAILS 06/01/15 RL.
6 REVISEO NAME ANO AOORESS 10/27/16 R.L.
1/4' MAX.
SHIM SPACE
RIGID FILLER
INTERIOR
EXTERIOR
BACKER ROD do
APPROVED SEALANT
BEHIND FLANGE
JAMB INSTALLATION DETAIL
CONCRETEANASONRY INSTALLATION
SIGNED: 1111512016
MI WINDOWS, DOORS, LLC
NOTES:
I INTERIOR AND EXTERIOR FINISHES. BY OTHERS,
PA 17030AKNDMARKET650W. GRATZ
S
r •
C+ENS•'9tfl NOTSHOWNFORCLARITYSERIES
185 ALUMINUM FIXED WINDOW*• 2. PERIMETER AND JOINTSEALANT BYOTHERS TOBE Oy51 ••* DESIGNED IN ACCORDANCE WITH
ASTM E2112 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITH
RIGID FILLERS OTATE OF FS:L,ORIOP oaAwN
oRc NO. 08-0 2E357 RED
B G S
ONA
I
a
N saLE are NTS 09/
03/14I OF 12 L.RO6ERTOLOMASRE. LU19 R.
Lomas P.E. 147? M00FORO RO LEMSVRLE,
NC 27023 FL No.: 62514 42a4C-06" NRma5@&bma"c"
RENSONS
Rev OEscaIPTgN WTE APPROM
A REVISEO INSTALLATION OETAILS 06/01/15 R.L.
APPROVED B REVISED NAME ANO AOORESS 10/27/16 R.L.
SEALANT
BEHIND FIN 1 1/4' MIN.
EMBEDMENT
6 WOOD WOOD
SCREW FRAMING
BY OTHERS
I 1 /4' MAX.
rL SHIM SPACE WOOD FRAMING
1/4" MAX
3/8' MIN BY OTHERSEDGE
IMSPACE
DISTANCE
e6 WOOD
LN TERIORSCREW
INTERIOR
EXTERIOR 1 1/4-
MIN.
EMBEDMENT
NOTES:
1 /4" MAX
1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS.
r SHIM SPACE
APPROVED NOT SHOWN FOR CLARITY
I SEALANT 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE
BEHIND FIN
EXTERIOR
DESIGNED IN ACCORDANCE MTN ASTM E2112
3/8" MIN
3/8" MIN J EOCE DISTANCE
EDGE DISTANCE
JAMB INSTALLATION DETAIL
86 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
oa wN• amNo
J.L. 08-02357
suuc NTS a"'E 09/03/14 "S'w 12 OF 12
L. ROBERTO LOMAS P E.
04M WOOOFORO RO LEWiSKLE• NC 2M23
A.W-W460 Abmsoirlaw ooao
SIGNED: 11/15/2016
01111111111O4f i/i
v,•CENSF9iP
oG
STATE OF
ONAL1E`
Luls R. Lomas P.E.
FL No.: 62514
Florida Building Code Online Page 1 of')
f
BCIS Home Log In I User Registration i Hot Topic Submit Surcharge Stilts h Facts PubhCabom FBC Staff BQS Ste Map I Links Search
els"11 ProductApprovalUSER: P:1C UserdbpoA
Product ADDroyal Menu > Product Dr ADDI,[abon Seach > ADDlit:ation List > Application Detail
FL # FL35353-R3
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer MI Windows and Doors
Address/Phone/Email 650 West Market Street
Gratz, PA 17030
717) 365-3300 Ext2560
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
G Validation Checklist - Hardcopy Received
Certificate of Independence
Referenced Standard and Year (of Standard)
Equivalence of Product Standards
Certified By
5
Sections from the Code
Product Approval Method
Standard
AAMA 450
Method 1 Option D
Year
2010
https://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWIS... 2/1 /2018
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.Ddf
Approved for use outside HVHZ: Yes Venfied 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.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 FL35353 R3 AE 512063B.Odf
span: 83" Created by Independent Third Party: Yes
15353.3 5765 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL35353 R3 11 08-01449B.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 512073B.odf
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 11 08-01440B.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 512064B Ddf
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.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 512066B.odf
length - 83". Created by Independent Third Party: Yes
25353.6 CM-18520 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 II 08-01451B.odf
Approved for use outside HVHZ: Yes Venfied By: Luis R Lomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512075B.Ddf
span - 156-3/8" Created by Independent Third Party: Yes
15353.7 CM-18523 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 11 08-01452B.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 512076E odf
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.odf
Approved for use outside HVHZ: Yes Venfied By: Luis R Lomas, PE PE-62514
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=vGEVXQwtDgtH8572gvdWl S... 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: 52-2/8" x 84". Max mullion FL15353 R3 AE 512067B.odf
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 FL15353 R3 11 08-01453B.Ddf
Approved for use outside HVHZ: Yes Verified By: Luis Wtomas, PE PE-62514
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R3 AE 512077B.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 FL15353 R3 I1 08-01444B.odf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62524
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" It 84". Max mullion FL15353 R3 AE 512068B.odf
span: 83" Created by Independent Third Party: Yes
15353.11 CM-18534 Horizontal Aluminum Mullion
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15353 R3 11 08-01454B.odf
Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62524
Impact Resistant: Yes Created by Independent Third Party: Yes
Design Pressure: N/A Evaluation Reports
Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R3 AE 512078B.Ddf
span: 156-3/8". Created by Independent Third Party: Yes
Back II—R
Comet Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487.1824
The State of Florida is an WEED employer. Coovricht 2007-2013 State of Florida.:: Privacy Statement :: Accessibllliv Statement : • Refund Statement
Under Fbrlda law, email addresses are public records. If you do not want your wmall address released In response to a public -records request, do not send
electronic mall to this enilty. Instead, contact the office by phone or by traditional mall If you have any questions, please contact 850.487.2395. '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 emals 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 e55, F.S., please click here .
Product Approval Accepts:
E57-
Credit Cad- —
Safe
https://www.floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtH8572gvdWlS... 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 TO BE DESIGNED AND ANCHORED TO PROPERLY
TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE
RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD.
3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE
DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION
FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS.
4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS
PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3.
5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS
DOCUMENT APPLY ONLY TO MULPON. WINDOWS MUST BE APPROVED
UNDER SEPARATE APPROVAL.
6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE
SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI
WINDOWS AND DOORS, INC.
7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE
LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL
WINDOW OR DOOR UNIT.
8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE
UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS
ANCHORED AS SHOWN HEREIN.
9) MULLION VERTICAL INSTALLATION IS SHOWN. MULLION MAY BE USED
IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED
HEREIN ARE NOT EXCEEDED ANq MULLION IS ANCHORED ACCORDING
TO THIS DOCUMENT.
DESIGN PRESSURE TABLE INSTRUCTIONS:
1) DEFINE REOUIRED DESIGN LOAD PER FLORIDA BUILDING CODE
CHAPTER 16.
2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON
PRODUCT TO BE INSTALLED SEE FORMULA FOR TRIBUTARY WIDTH.
3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT
THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION
SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING
FOR PRODUCT IN STEP 2.
MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED
DESIGN PRESSURE OBTAINED IN STEP 1
TRIBUTARY WIDTH - W1 + W2
2
REVrAM
REV oEsCRN11DN WE APPROVED
A REVISED INSTALLATION DETAILS 06/10/15 R.L.
B 1 REVISED ANCHORING NOTES 8 INSTL DET. I 06/D7/17 I R.L.
ANCHORING NOTES:
1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 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 110 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 010 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. 0 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 DWC ND.
V.L. 1 08-01439
SCXE NTS I DATE 01/11/12 — 1 OF 4
L ROBERTO LOADS P E.
1432 WOODFDRD RD LEWISVALLE. NC 27023
434-08-0600 l0XrWS®Rbnwsp& aaR
SIGNED: 1011312017
iJ.(y f
W
O'.
B is'pNAj1Ea``'
Luis R. Lomos P.E.
FL No.: 62514
COMBINED WIDTH
107 3"'
W, W2-
83'1 1
FRAME
HEIGHT WINDOW WINDOW
MULLION
SPAN)
f07 3/8"
COMBINED WIDTH
WI --{ W2
BY LINFRAME
HEIGHT WINDOW
MULLION
SPAN)
L
107 3/8'
COMBINED WIDTHF_ W1 w2
83' 1 WINDOW
WINDO
FRAME
HEIGHT WIND0 r
MULLION
SPAN) 1 1
W1 IF- W2
107 3/8'
COMBINED WIDTH
Desion pressure Mina (psi)
Tributary width (In)
111.13 25.50 36.00 42.00 48.00 S2.13
120.0 120 0 120.0 120.0 1200 120.0N120.0 120.0 120.0 120.0 1200 1200
120 0 98 3 81.2 769 75.2 75.1
71.0 52.2 39.7 359 33.4 32.3
596 43.7 330 29.6 27.4 263
449 32.7 244 21.8 19.0 19.0
84.00 281
LARGE AND SMALL MISSILE IMPACT, LEVEL D. WIND ZONE 3
DIMENSIONS IN CHART ARE FRAME DIMENSION9 AND 00 NOT
INCLUDE FLANGE.
107 3/8-
COMBINED WIDTH
W1 -I[- W2
FRAME Lw IN..
HEIGHT
MULLION
SPAN)
F_
101 3/8"
COMBINED WIDTH
W1 -I[- W2 /
B3. 1WWDO1 WINDOW I
FRAME /
HEIGHT JWINDOMULLION
SPAN) 1 1 1
W1W2 107
3/8- COMBINED
WIDTH REVISIONS
I
RLV I DESCRIPTION I DATE I APPROWD A
REVISED INSTALLATION DETAILS 06/10/15 R L I BREVISEDANCHORINGNOTES & INSTL DET 1 06/07/17 R.L. 107
3/11' COMBINED
WIDTH F_ W1 W2 83,
1 WINDOW J FRAME
HEIGHT
WWDQ1 WINDOW MULLION
SPAN')
1 1 - WI -
I- W2 - 107
3/8- COMBINED
WIDTH APPROVED
CONFIGURATIONS MULTIPLE
UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH
DOES NOT EXCEED 107 "'AS SHOWN HEREIN Desion
Dressure rafinD (Dst7 With rebar Mullion
span (
In) bulary
width 10.
13T 25.50 36.00 42.00 In
46.
00 52.13 25.
00 120.0 120.0 1200 120.0 120.0 120 0 37.
38 1200 120.0 1200 120 O 120.0 12D 0 49.
63 120.0 983 812 769 75.2 76.1 62.
00 95.2 70 0 533 48.1 448 43.4 65
63 80 0 586 442 39.7 367 353 u72.
00 60.3 439 328 29.2 26.7 255 84.
00 37.7 27.3 20.1 17.7 16 0 15 1 LARGE
AND SMALL MISSILE IMPACT, LEVEL A WIND ZONE 3 DIMENSIONS
IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE
FLANGE. MI
WINDOWS AND DOORS, LLC 650
WEST MARKET STREET GRATZ,
PA 17030-0370 5764 -
VERTICAL MULLION 83"
MULLION SPAN APPROVED
CONFIGURATIONS AND RATING CHARTS DRAWN
DWG NO. I
REV
V.
L. 08-01439 B NTS
IDAIE 01/11/12 IMr2 OF 4 I.
ROBERTO 1.0614.SP.E. 1132
WOODFORD RD LEWISVILLE, NC 27023 136488-
0109 d1omsti6Ionnp am SIGNED:
10/13/2017 In
0
51 *•' •k= IO1VA
j1: Luis
R. Lomas P.E. FL
No.: 62514
JI
1 " MIN
EDGE DISTANCE
MASONRY/CONCRETE
BY OTHERS
1 1/4-
MIN. EMBEDMENT
1/4- ELCO ULTRACON TAPCON
SECT5796
CLIP
OPTIONAL
REBAR
SECT5764
MULLION
MT000022
CLIP
10 WOOD SCREW
11 J/B MIN.
I EMBEDMENT
WOOD FRAMING/
1/2- MIN. 2X BUCK
EDGE L BY OTHERS
DISTANCE
VERTICAL CROSS SECTION
MASONRYXONCRETE AND WOOD FRAMING
INSTALLATION
NOTE. CLIPS MAY BE USED IN MASONRY/CONCRETE
OR WOOD FRAMING SUBSTRATE.
REWSKINS '
RCSCInvrgN DATE I APM740
REVISED INSTALLATION OETAILS 06/10/15 R.L.
REVISEO ANCHORING NOTES & INSTL OEI. 06/07/17 R.L.
MT000022
CUP
10 SMS OR
SELF DRILLING
SCREW
METAL
1/2' MIN. STRUCTURE
EDGE 8Y OTHERS
DISTANCE
VERTICAL CROSS SECTION
METAL INSTALLATION
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ. PA 17030-0370
5764 - VERTICAL MULLION
83" MULLION SPAN
INSTALLATION DETAILS
DRAWN. 011G N0.
V.L. 08-01439
SGIE NTS -'E 01 / 1 1 / 12 SHEET 3 OF 4
L. ROSERrO LOMAS P.E.
1432 WOOOFORO RO LEWISVILLE. NC 27023
434•666.0609 lAxmS@*b-aw&com
SIGNED: 1011312017
SIII I I li 0
5
y POFSTATOF
NLV %'nF•(0R10t -4'z
op
Luis R. Lomas P.E.
FL No.: 62514
F- - 2 140" —j
I
1.1E:l I
SECT5764 MULLION
ALUMINUM 6005-T5 125' THICK
1.531"
RF- U 2 RE@AR
16 GA (.062) GALVANIZED STEEL
NOTES. 1. CLIPS MAY BE USED IN
MASONRY/CONCRETE OR WOOD FRAMING
SUBSTRATE.
2. FOR WOOD do METAL INSTALLATION
USE ALL FOUR ANCHOR LOCATIONS.
3. FOR CONCRETE INSTALLATION USE 2
ANCHOR LOCATIONS ONLY WITH 3 1/4"
SEPARATION 136TWEEN ANCHORS.
3.261'
0.525"
L
0 843'
4.000"
MT000022 CLIP
16GA f.063) GALVANIZED STEEL
SEE NOTE 2 6 J. THIS SHEET.
3.750"
2.189"
1.0 0" 0.375"
0.843"A _
2% 00.210'
1.562
1.562' 0
SECT5796 CLIP
FOR WOOD FRAMING INSTALLATION
ALUMINUM 6063-T5.125- THICK
REWSIONS
OEKRWMN DUE AvwiwED
REVISED INSTALLATION DETAILS 06/10/15 R.L.
REVISED ANCHORING NOTES & INSTIL OE1. 1 06/07/17 1 R.L.
3.750"
1.000" 0.375"
P2.032"
2"
2.875"
0.843'
L
2X 00.210" SECT5796 CLIP
FOR CONCRETE INSTALLATION
ALUMINUM 6063-175.125' THICK
MI WINDOWS AND DOORS, LLC
650 WEST MARKET STREET
GRATZ. PA 17030-0370
5764 — VERTICAL MULLION
33" MULLION SPAN
COMPONENTS
DRAWN Dec No.
V.L. 08-01439
souE NTS DAB 01/11/12 —4 OF 4
L ROBERTO LOMAS P E.
1432 WOODFORD RO LEW7SVLLE. NC 27023
434-M-01509 .a*MS@*bm"W cvm
SIGNED: IOII O17
VGENS 9s'%
it AVD„6 .
AtTOTE OF ;
Luis R. Lomas P.E.
FL No.: 62514
Florida Building Code Online Page 1 of 3
1
KIS Moore I Log In I User RegiStration Mot TopaS I Submit Surcharge I Stats 5 Facts Publications Fec Stag I aCIS Site Map' Links Search
i odd
fY rn; Product Approvaldsayya
I - USER: Public User
iatrm
Product Approval Menu > Product or Application Search > Application Ust > Applicetlon Detall
y FL # FL13223-R4
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer
Address/Phone/Email
Authorized Signature
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category
Subcategory
Compliance Method
0
James Hardie Building Products, Inc.
26300 La Alameda
Ste. 250
Mission Viejo, CA 92691
909) 349-2927
pingsheng.zhu@jameshardie.com
Pingsheng Zhu
pingsheng.zhu@jameshardie.com
Pingsheng Zhu
20901 Elm Ave.
Fontana, CA 92337
909) 349-2927
pingsheng.zhu@jameshardie.com
Pingsheng Zhu
10901 Elm Ave.
Fontana, CA 92337
909) 349-2927
pingsheng.zhu@jameshardle.com
Panel Walls
Siding
Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
n Evaluation Report - Hardcopy Received
Florida Engineer or Architect Name who developed Ronald I. Ogawa
the Evaluation Report
Florida License PE-24121
Quality Assurance Entity Intertek Testing Services NA, Inc. - QA Entity
Quality Assurance Contract Expiration Date 12/31/2020
Validated By John Southard, P.E.
Ei Validation Checklist - Hardcopy Received
Certificate of Independence FL13223 R4 COl RIO - Certificate of Independence.odf
Referenced Standard and Year (of Standard) Standard
ASTM C1186
ASTM E330
Year
2007
2002
Equivalence of Product Standards
Certified By Florida Licensed Professional Engineer or Architect
FL13223 R4 Eouiv RIO-2692B-17 ASTM C1186 eauivalencv.odf
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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
08/09/2017
08/25/2027
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 FL13223 R4 II NOA 17-0406.06.ocif
Impact Resistant: Yes FL13223 R4 II RIO 2689-17 Panel to Furrina.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 Furrino.Ddf
FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.Ddf
Created by Independent Third Party: Yes
13223.2 HardiePanel Siding fiber -cement panel siding
Limits of Use Installation Instructions
Approved for use in HVHZ: Yes FL13223 R4 11 HardiePanel-Installation.Ddf
Approved for use outside HVHZ: Yes FL13223 R4 I] NOA 17-0406.06.Ddf
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 Furrino.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 II NOA 17-0406.06.odf
Approved for use outside HVHZ: Yes FL13223 R4 lI Prevail- Panel- Installation. Ddf
Impact Resistant: N/A FL13223 R4 11 RIO 2689-17 Panel to Furrina.odf
Design Pressure: N/A FL13223 R4 II 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 Furrino.Ddf
FL13223 R4 AE RIO-2686-17 Panel Wood Metal Frame.Ddf
Created by Independent Third Party: Yes
Bsctr Neat
Contact Ili :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487.1824
The State of Florida Is an WEED employer. Coovrloht 2007-2013 State of Florida.:: Privacy Statement :: Acroslbility Statement :: Refund Statement
Under Flonda law, email addresses are public records. It you do not want your a -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, eRecUve October 1. 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If
they have one. The smalls 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 pubic. To determine If you are a licensee under
Chapter 455, F.S., please click b=.
Product Approval Accepts:
as t0_07 .-wd M
http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 2/6/2018
Florida Building Code Online Page 3 of 3
Credh Card
Safe
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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.
AZ >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 surfaces, flashing and counterflashing clearance between
requirements for clearance between James Hardie® and decking material. shall be installed per the roofing
manufacturer's instructions. Provide a
the bottom of James
Hardie products and
the bottom edge of the siding and products and paths, Figure 7 minimum 1 % 2" clearance between horizontal flashing.
the adjacent finished grade. steps and driveways. I 111 1 the roofing and the bottom edge of the Do not caulk gap.
Figure 5 sad
I .
concmis
6' min.
toundabon
Maintain a minimum 1" gap
between gutter end caps and
siding & trim.
Figure 9
sidmp
K.
gutter and end cap
Do not bridge floors with HardiePanel® siding. Horizontal
joints should always be created between floors pig.10).
water -
Resistive
Gamer Framing
Figure 10 1
Horizontal `! Fbonng
i'
Tnm
Refer to fig. 3 on
page 1.
KICKOUT FLASHING
Because of the volume of water that can pour down a sloped
roof, one of the most critical flashing details occurs where a
roof intersects a sidewall. The roof must be flashed with step
flashing. Where the roof terminates, install a kickout to deflect
water away from the siding. It is best to install a self -adhering
membrane on the wall before the subtascia and trim boards
are nailed in place, and then come back to install the kickout.
Figure 11, Kickout Flashing To prevent water from
i dumping behind the siding and the end of the roof
sheaihng intersection, install a "kickout" as required by IRC code
i N
I R905.2.8.3 :'...flashing shall be a min. of 4" high and 4"
fascia HardiePanel• wide." James Hardie recommends the kickout be angled
between 1000 - 1100 to maximize water deflection
BLOCKED PENETRATIONS
Penetrations such as hose bibs and holes 1 )V 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 it 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
M
5771
Countersunk,
till 8 add nail
Figure A
J
Figure B
do not under
drive nails oo NOTSTAPLE
Figur
PNEUMATIC FASTENING
James Hardie products can be hand nailed or fastened with a
pneumatic tool. Pneumatic fastening is highly recommended.
Set air pressure so that the fastener is driven snug with the
surface of the siding. A flush mount attachment on the
pneumatic tool is recommended. This will help control the
depth the nail is driven. If setting the nail depth 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-P213 8/13
HardiePanel'"ZI.9. JamesHardie Vertical
Siding INSTALLATION
REQUIREMENTS RESIDENTAL SINGLE FAMILY ONLY - PRIMED & COLORPLUSs PRODUCTS EFFECTIVE
SE=2013 VisA
wvnv.iameshaldle.comfor Tor thR 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
HZ10TM PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY, TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR
LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (866 9HARDIE) STORAGE & HANDLING:
Store flat
and keep dry and covered prior
to installation. Installing siding wet
or saturated may result in shrinkage at
butt joints. Carry planks on edge.
Protect edges and comers from breakage.
James Hardie is not responsible for
damage caused by improper
storage and handling of the product.
CUTTING INSTRUCTIONS
OUTDOORS INDOORS
1. Posrdoh
cutting station so that wind vAl blow dust away from user 1. Cut only using score and snap, or shears (manual, electric or pneumatic). and others
an working area 2. Position cutting station in wall -ventilated area 2 Use
one of the tobving methods: a. Best
i. Score and snap G, shears (
manual, electric - NEVER use a power saw indoors electrica pneumabc b. Better:
L Dust reducing circular saw equipped with a - NEVER use a circular saw blade That does not carq the HardieEllade saw blade trademark HardleBlade` saw
Wade and HEPA vacuum extraction NEVER dry sweep — Use wet suppression or HEPA Vacuum c Good.
L Dust reducing circular saw wpm a Hardis%de saw blade only, use
for low to moderate cutting) Important Note'
For maximum protection (Iti respirable dust production), James Hardie recommends always using -Best-level CAtihg methods where fumble. NMi-approved
respirators ran be used in conjunction v4th above Cutting practices to further reduce dust a omies. Additional eastpe information is available at wim,)
ameshardlecan to help you deterrnine the most appropriate cutting method for your job requirements. 0 concern still adz about a gxoslue levels or you do to comply
with tie above practices, you should always Consul! a qualified industrial hygienist or contact James Hardie for further information. sb>tQas GENERAL REQUIREMENTS: These
instructions to
be used for residential single family installations only. For Commercial / Mulh-Family installation requirements go to www.JamesHardreCommerclal.wm HardiePanel® vertical siding
can be installed over braced wood or steel studs spaced a maximum of 24" o.c. See genernal fastening requirements. Irregularities in framing and sheathing
can mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreeft4uurring) as a best practice. Information on installing
James Hardie products over foam can be located in JH Tech Bulletin 19 at www. iamehardle.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. James Hardie does manufacture
HardieWrapis Weather Barrier, a non -woven non -perforated housewrapl , which complies with building code requirements. When installing James
Hardie products all clearance details In figs. 5,6,7,8,9,10&11 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 sidingg In Fascia or Trim applications. Some application are
not suitable for ColorPlus. Refer to ColorPlus section page 3. DO NOT use
stain, oil/al d base paint, or powder coating on James Hardie' Products. For larger projects,
including commercial and multi -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 www.JamesHardie.com. INSTALLATION: Joint Treatment
Fastener Requirements • Vertical
Joints - Install panels in moderate contact (fig. 1), alternatively Position fasteners 3/8" from panel edges and no closer than joints may also be covered with battens, PVC or metal jointers or 2" away fromcorners. Do not nail into comers. caulked (Not applicable to ColorPlue 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 3 HardiePanel vertical siding
must be joined on stud. water -resistive barrier water -resistive barrier Double stud maybe
required to maintain minimum edge ,stud Ovate erselsuve wale iw nailing distances. x °
Stud upper
panel ._—upper
panel Figure 1 silo "
a Do not 1/4gap Do not 1/4" gap water -resistive _ - Caulk Caulk
barrier sheathing HardiePanel Batten
Joint "
H" Joint Z•itashhng } lower -Z-11a5Mngi p
O
vertical siding
water -resistive bamer r dawratNe 2 x
a
studband
board keep nails .— 3/8' min. panel
from panel O edges
plate 4 ° Figure
4
ye, leave appropriate gap
between
Recommencialoon• Man p ponds, then caulk'
installing 5pana 8, provioa Caulk Joint a aouble
stud at panel moderate contact Not apdicahle
t0 COIorPlus• Finish) pints to avoid nailing keep fasteners 2' 'Apply
caulk in accorcance with caulk through grooves. away from corners manufacturer'
s written application Instructions. For additional information on
HardleWrapTM Weather Barrier, consult James Hardie at 1.866-41-lardie or www.hardiewrap.com WARNING: AVOID BREATHING SILICA
DUST James Herr da• prod"
Coma rl resalable crystalline seia. which is knvam to the State of California to Cause arw and Is considered by IARC and NOSH ro be a cause of ante; from some occupational sources. &earthing ezcesmve amounts of respirable
silica dust an also cause a disabling and potentially fatal lung disease called salasls, and has been linked with other diseases Some studies suggest smoking ma/ Increase these asks. During installation or handlinp- n)
work in outdoor areas with ample varNlabon, (2) use fiber amend shears for cutting or, where nor laslble, use a Hardreelade• saw tirade and dusweduong cocular saw anaChed to a HEPA vacuum: 3) warn others inthe
immediate area, (4) wear a proaedy-Imed. NOSH -approved dust mask or respirator (e.g W95) in accordance whin apt cable government doti reporns and manuaqntu u errucuons to hula limarespirablesilicaexpdwres During dean -up,
use HEPA vacuums or wet cleanup methods - never dry svceap For lamer information, refer to our installation instructions ano Material Safety Data Sheet available at wvw.jam&mvdre.com or bar
allrrhp t-e00-%Lv RDE (t-600.942.7343). rAILURE TO ADHERE TO OUR wARNNGS, MSDS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONAL RJURY OR DEATH. HS1236 - P1/3 1/13
CAULKING
For best results use an Elastomeric 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 HardieO 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 H 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 ColorPlus9 product dealer.
Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer.
Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products.
Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie
touch-up, will not be covered under the James Hardie ColorPlus Limited Finish Warranty.
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
Reprinting 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
RECDVITION. In accordance with IMES Evaluation Report ESR-1844, HardiePanel® vertical siding is recognized as a suitable alternate thatto specified in- the 2006.20D9, & 2012 Intemalwal Residential Code for on: - and
Two -Family Mumps and the 20D6, 20D9, 8 2012 Irriamallonal Building Code. HardiePanel vertical siding is also recognized for application In the folbwing: City of Los Angeles Research Report No. 24862, Stale of Rorlda
fiSJng FLN889, Cade County, Fiance NOA No. 02-0729.02, U.S. Dept. of HUD Materials Release 1263c, Teyas Department of Insurance Product Evaluation EC-23, city of New York MEA 223.93-M, and California DSA PA•019
These documents shoW also be consulted for additional mformaoon concerning he suitability of this product for specific applications.
2013 James Hardie Building Products. All rights reserved Additional Installation Information, TM, SM, and ® denote trademarks or registered trademarks of
James HardieTecnnology Limited 0 is aiegrslered Warranties, and Warnings are available at JamesHard e
trademark of James Hardie Technology Limited. www.jameshardie.com r"I
HS1236 - P3/3 6/13
MtAMI•DADE COUNTY CR C
2awa o CCREomACC4EDRED ACCREDTfEOIADMATogy
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 current 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: ASCEISEI-7-10
3. Concrete: ACE-318.14
4. Masonry: TMS402-2016/AC1530-131ASCE-5-13
5. Structural Steel: AISC 360-10 (Including manual or steel construction 2010 (iO'edition))
6. Cold -formed Steel: AISI 100-12
7. Aluminum: ADM-1-2015
In'addition. 1 am making the following Statement of Independence as requested:
1. Ronald Ogaws. 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 it evaluates or inspect
3. Ronald Ogawa Inc does not have, nor will It acquire 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 product.
Should you have'any questions on'anything, please contact me.
Sincerely,
Ronald 1. Ogawa, P.E..
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
Lon a riogawa.com
C& Roger Ogawa - RI Ogawa & Associates, Inc.
Karen Ogawa - RI Ogawa & Associates, Inc.
fiGAN -
41
S
toySSIONA'\ I
Lab Address: 1935 Sampson Avenue, Corona, CA 92879 • Phone (714) 321-4939 a Fax (714) 908-1815 • E-mail: rooer0riooewa_com
Mailing Address: 1665 Algonquin St. 9"3. Huntington Beach. CA 92649 • Phone (702) 491-3710 • Fax (714) 90BA815 • E-mail: debbvQnp_gmva.ram
Engineering . Quality Control 9 Product Development 9 inspections 9 Code Consulting • Expert Wdness . Testing
M IAM 1-UADE 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) www.miamidade.pov/economv
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; HardiePlanlc, 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., 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 1196 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 Ivlami-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, 201740417,717-017 Page 1
James Hardie Building Products, Inc.
NOTICE OF ACCEPTANCE: EVIDENCE SUBIMTTED
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.
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.
C. CALCULATIONS
1. None.
D. QUALITY ASSURANCE
1. Miami -Dade Department of Regulatory and Economic Resources (RER)
E. MATERIAL CERTIFICATIONS
1. None.
F. STATEMENTS "Submitted under NOA # 15-012Z.04"
1. Statement letter of code conformance to the 50' edition (2014) FBC issued by Ronald
I.Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I.
Ogawa, P.E.
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
Expiration te05101/2022
ByA
MlamHDa
a Product Control B
WALL
LENGTH— SEE Stud
Spacing at 16' O.C. DETAIL A sm "
5/8" 0rlck / 6 ply APA rated plywood
sheattdiV in acoodence
with Florida r•
Btdidng Code Section Z•
23223 I
X7 !,I "• i `1 I
ater-
resistive per
Florida 17 : i aarrier v $
Code lI
Ali =-. •
JR n,%\'_ \ti r8pilding eclion1404.2 2'
X 4" S-P-F Wood
Studs I
Nails at 16" O.C. (typ.) 318'
Minimum Edge Distance Sheathing
fastener, as described in Note
1 Panel
fastener, as described in Note
2 HardiePanel,
Cempahel, Prevail
Panel Siding Water -
resistive barrier per Florida
Building Code Section 14042
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 to be designed by
the Architect or Engineer of Record in compliance
with the Florida Building Code. PgQQLICT
9F_.SCRIPTI0-M HardlW
net®. Cerapanel . & Prevail®
Panel Sldidg materials are nonasbestos
fiber -cement products tested
In accordance with ASTM C1186
Grade 11, Type A and meeting the
requirements ofthe Florida Building
Code. EMEL
O UMMSJOLIS Width
Length Thickness 4'
8,9,10' 5/16" pUj-
GNEms auftBATINC. Installation
Design Pressure Wood
Studs -76 psf HardicPanel,
Impact Resistant - iE
Sl9-g Cempanel, Planks installed over 5/6" thick / 5 ply Prevall
Panel APA rated plywood sheathing Siding
q
D1 p 1 C ryIPgNEI,,PREVAII- PANEL S1-IN G 1NST/i111_TIO I dETg1l1S 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 dote
11 5W thick / 5 ply APA rated plywood sheathing shall be attached to the studs In accordance
with Florida Building Code Section 23223. The
siding panels shall be installed over 5/8' thick /5 ply APA rated plywood sheathing supporter 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 Ii O.C. at panel edges and
intermediate studs; the fasteners shall be driven through the 5/8" thick 15 ply APA rated plywood
sheathing into wood studs located at 16" O.C. Fastenersshallhaveaminimumedgedistanceof3/8" and a minimum clearance of 2" from comers.
HARDIEPANEL,
CEMPANEI PREVAIL PANEL I INSTALLATIONDETAILSWOODSTUDCONSTRUCTIONJames
Hardie Building Products, Inc. 10901
Elm Avenue Fontana,
CA 92337 FSCM
NO a" No I REV Fax
909-427-0634 A I PNL.PIX-SOFF Creator
E. Gonzales SCALE 112 =1'-0' Date: 4/24/2013 arresr 1 OF 12
Fastener Spacing per Florida
Building Code Section 2322.2
E Rf1 DUCttEV19FD
s ooa i)ie With db•Fbrida
Iddlleias Coe
AMMIM eNo
Product
Fastener Spacing per Florida
Budding Code Section 2322.3
I
T Floria
PRODUCT RENEWED
AemnoCow as complying with the Florida
IX t Building Code
14 'c/
T`L NOA-No. 17-0406.06
Utp"IRTFMExpiration e05/01/2022
r. u r oca«Cenaet By
Miami- a duct Control
F-9011NG
NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED
WITH 3-VT 16d COMMON NAILS (2 PER TOP AND
BOTTOM CONNECTION)
THE WALLAND SOFFIT FRAMESARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
SRIF$'LHj
NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD
SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA
BUILDNG CODE SECTION 2322.3
Q ,ADI)L G
THE PANEL IS FASTENED WITH 2LONG, 0.223" HEAD DIAMETER,
0.092t' SHANK DIAMETER, CORROSION RESISTANT
SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL
EDGES AND INTERMEDIATE STUDS Cladding
Framing
Sheathing
14111111,
0
I• o•
ST 0 c $ moo..
Fro (i3
I•
I fisS ONA1. 14 ter•
i 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) CEMPANEL,
PREVAIL PANEL INSTALLATION
DETAILS WOOD STUD CONSTRUCTIONJames
illHARDIEPANEL, HardieBuilding Products, Inc, 10901
Elm Avenue Fontana,
CA92337• Phone:
9093563300 sizt 0MfJO Fax
909-427.0634 A PNL-PLK-SOFF Creator.
E. Gonzales 50AL9 i" = 11.0" Date: 4/24/2013 SW_U 2 OF 12 1
WALL
1
A 9.11,.A
tbe•Flo"
Tb
i WALL LENGTH
Stud Spacing at 16" O.C.
B
d with tr'1tKMa
No.20, 1
o • .i -
i 'i
9
STATE ' a_
F40RO
I Nails at 6" O.C. (typ.)
3/8" Minimum Edge Distance
Sheathing fastener, as
described in Note 1.
Panel fastener, as described In
Note 2
HardiePanel® Siding
Water -resistive barrier per
Florida Building Code Section
1404.2
ry
5/8" thick / 5 ply APA rated
PRODUCT RENEWED L plywood sheathing fastened .
as complying with the Florida to metal studs as described
Building Code
NOA-No. 17-0406.06 in Note 1.
Expiration D e05/01/2022 209a, 3.8/8" X 1.5/8" Metal C-stud
The wall and soffit frames are to be designed
By- by the Architect or Engineer of Record InMlamaaProductControl
l compliance with the Florida Building Code.
p QQ-QCT C-WTT1PN SEE
HardlePanelG, Cempanel®, & PI'evailG DETAIL
A Panel Siding materials are nonesbestos 618"
thick 15 ply APA rated fiber -cement products tested in plywood
sheathing fastened accordance with ASTM C1186 Grade II, to
metal studs as described Type A and meeting the requirements of in
mote t the Florida Building Code, SAC-
110BILE1 P
LjQtNF SLO_NS Water -
resistive Width Length Thickness barrier
per Florida 4' 8,9,10- 5/16" Building
Code Section
1404.2 jZESIGN-E3M—LYK 8%TJJ9G Installation
Design Pressure 20ga•
3-5/8" X 1-&/8" Metal Studs -104 psf Metal
C-stud HacdlePanel,
Impact Resistant- Panel
installed over 618" thick / 5 ply Cempanel, APA
rated plywood sheathing PrevailPanelSiding
jjAF>
tDANELyCE,J,LPgE-VAlL PAJ IEJzSIbING MSJ/lLJ1 LO J_D_ETAILS! All installation
shall be done In conformance with this Notice of Acceptance, the manufacturer's installation recommendations,
and the applicable sections of the Florlda 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 11
5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at W'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 518" thlck / 5 ply APA rated plywood sheathing supported by
a minimum 20ga, Nominal 3.5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C.
ENote 21
The siding panel fastener shall be a minimum No. 8-18, 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 15 ply APA rated plywood sheathing into metal studs located
at 16" O.C. Fasteners shall
have a minimum edge distance of 318" and a minimum clearance of 2" from comers. HARDIEPANEL,
CEMPANEI,
PREVAIL PANEL INSTALLATION DETAILS
METAL STUD CONSTRUCTION James Hardle
Building Products, Inc. 10901 Elm
Avenue Fontana, CA
92337 WE FSCM
NO I UWG
NV
A PNL-
PLKSOFF Creator. E.
Gonzales ISCAu_ ' 11r 01'•o" I Date: 4/24/2013 1 WEET 3 OF 12
PRODUCT RENEWED t
39 complying with the Florida
Wilding Code
40A-No. 17-0406.06 T
cxpl atlon te05/0112022 6.00in.
y
MODUCTBEwsm
ea oow#YbB with ft FbCWR
Hseldme co&
Acoc ws. No /3-4 /! Zr
r
M edc Product Coetrd
I
I'I
II
I•
I
6.001n. I I
II
II
I•
I
I
CI' DEVISEDrn>;a0u
a cno>rdrd6 with lbs Fto i6a
By
ppe of •
VVoAd eord
II
I.I
II
I•I
II
I
FRAMING. W8" STEEL
FASTENED WITH 5/8• WAFER HEAD SCREWS 2 PER TOP
AND BOTTOM CONNECTION)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
SjiFAL(INGNOMINAL 5/8" THICK 15 PLY APA RATED PLYWOOD
SHEATHING TO METAL STUDS AT V' OC AT PANEL
EDGES AND ALL INTERMEDIATE SUPPORTS USING A
N0.8-18, 0.315" HEAD DIAMETER X 1-1W LONG BUGLE
HEAD SCREW
CLADDINGTHEPANEL 1S FASTENED WITH NO. 8-18,0.316'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
Cladding
Framing
II
I' I Sheathing
II
I•I
I I
I I
I•I I.I
OGA
0. 121
I I I ' -a • STATE OF ' !•
1J,
S/0 N
FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND
NOT PARTF TH S APPROVAL (MUST PROVIDE ALTTERNATE PROVISIONS FGRAVITY
OR
THESE LOAD )RE
HARDIEPANEL,
CEMPANEL, PREVAIL PANEL INSTALLATION
DETAILS METAL STUD CONSTRUCTION James
Hardie Building Products, Inc. 10901
Elm Avenue Fontana,
CA 92331 s
FSGM NO owo
Na phone:
909-356-6300 PNL-PIJC-SOFF Fax
909-427-0 A Creator:
E. Gonzales sa E 1" =1.-0" Date: 4124/2013 sNeEr a OF 12
T
WALL
WALL LENGIII
SEE
Stud Spacing at 16" O.C. DFETAIL A
B •--i lam___ __,_ - - %r-`
t l
3/4" Minimum
QlLTA_,IL A
EEaJtitie
Florida h15
22.e¢ Ift
PRODUCT
RENEWED as
complying with the Florida Building
Code NOA-
No. 17-0406.06 as
coi. lYieg Mifh toe Raids Distance
Nails at 16" O.C. (typ.) Sheathing
fastener, as described
in Note 1 Siding
fastener, as described
in Note 2 HardiePlank,
Cemplank,
Prevail Lap
Siding Water -
resistive barrier per
Florida Building Code
Section 14042 5/
8" thick /5 ply APA rated plywood
sheathing fastened ln
accordance with Florida Building
Code Section 2322.
3 Expiration
te0ta/0112022 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 comoliance with the Florida Building Code. N
A PEiOQUJ
I D.sCgl•Ual4 0-01 Planlc®, Cemplank®, & Prevail®
Plank Lap Siding materials 5/
8" thick 15 ply APA are nonasbestos flbervcement rated
plywood products tested in accordance with sheathing
in ASTM
C1186 Grade It, Type A and accordance
with meeting the requirements of the Florida
Building Code Florida Building Code. Section
2322.3 pE pJMSION$ water -
resistive Width Length Thickness barrier
per Florida 59-1/2, 12' Building
Code Section
14042 Q JCN PR0SURERLI7_NQ 2"
x 4" S-P•F Installation Design Prel;sure Wood
Studs Wood Studs -92 psf Lap
Siding Impact Resistant - C
C Planks Installed over 5/8" thick / 5 py g
1.1 /4' fall x 5/16" APA rated plywood sheathing thick
starter strip Hq
2DI pLA_!t<zCEhI.P_IANKLP_RSA_.Il- _SJbINOJJNSYO.LAT O_[D Joe, S All
lnstallatlon shall be done in conformance with this Notice of Acceptance, the manufacturer's stallation
recommendations, and the applicable sections of the Florida Building Code. InWoodstudswhereHardiePlank, Cemplank, Prevail Lap Slding will be Installed shall be designed by an Engineer
or Architect per the Florida Building Coda and the requirements of this N.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. Planks
shall be applied horizontally commencing from the bottom course of the wall with 1-1/4" voice laps
at the top of the plank such that the exposure area of each plank Is:5 8-1/41vertically. Note2] The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.092" shank diameter, corrosiorwesistantsidingnail; The siding is fastened S 8-1/4" O.C. vertically and IV' O.C. horizontally; fastenersaredrivenintowoodstudsthrough518" thick / 5 pry 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. 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 CONSTRUCTION James
Hardie Building Products, Inc. 10901
Elm Avenue ImpFontana, CA 92337 Phone:
909-356.6300 size Fscm No 0M No Fax
909-427-0634 A PNL-PLK-50FF Creator.
I- Gonzales scnu¢ 1/2" = 1%0- Date: 4124/2013 SMEr SOP 12
Fastener Spacing per Florida
Building Code Section 2322.3 ---16 in. OC—* Cladding
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
0.75in
T .
Expiratlon o oOS/01/2022
By
Miami-faMiami-Dfadfi Product Control is
omnplyiv wi b am P3aida 8101
a Co& Amcot =
l3a / 4 1. i sa.
25in. T
1• i Fastener
Spadng per Florida Building
Code Section 2322.3 FRAMING
NOMINAL
TX 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH
3-112' 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 SHM—
TFHAO NOMINAL
5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING
FASTENED IN ACCORDANCE WITH FLORIDA BUILDING
CODE SECTION 2322.3 CLAODAQ
PLANKS.
OVERLAP 1-1/4' THE
EXPOSURE IS SS-1W THE
PLANKS ARE FACE NAILED WITH 2-1/2' LONG, 0.223" HEAD
DIAMETER, 0.09T SHANK DIAMETER, CORROSION. RESISTANT
SIDING NA1LS,•PLACEO 3/4" UP FROM THE BOTTOM
EDGE OF THE PLANK AT EACH STUD LOCATION Framing
Sheathing
I•
111. MoDUC[
REVISED in
ec.n # iwh61Ae e111111 dim.
w°i4ralS rz No. 121 •`'; z = STATE
OFto 0NAL E
FOR METAL
AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND G K/iV1YY LOAD ARE NOT PART
OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK,
PREVAIL LAP SIDING INSTALIATION DETAILS
WOOD STUD CONSTRUCTION James Hardie
Building Products, Inc. 10901 Elm
Avenue Fontana, CA
92337 A I
I • PNL-PLK-SOFF
WALL LENGTH SEE P13Q19L T• l)E_S.VRM1SM. Stud Spaang at 16I" O.C.
DETAIL A HardiePlank6, Cemplank®, and
B F !
F ' r518" thickly ply APA Prevail® Plank Lap Siding materials
rated ptywoodi
are nonasbestos fiber -cement
r. -------.---...._ .._...__.._._.._.r_.....—._---•-------.-1_•---.----_--------i ` \ products tested In accordance withsheathingfastened
11 i i s i 1 i s j 1 I I ASTM C1186 Grade II, Type A and
to metal studs as
described In Note t meeting the requirements of the
avooirjp4yieg.vbb j ctL3 ,—i Florida Building Code.
I Water -resistive
WALL ! i I i ! B tCode 1 r ct - _
barrier per Florida Pt-,NK Dt_M NSIQN$
IEIGHT Building Code Width Length Thickness
Z Section 1404.2 S 9-11T 12' 5/18"
Y :
2 a, 3B/8' X 1.5/8-
i i
fvfi Ad t'todincl CoeJltbl I i I j I ` Og DESIGN PRLSSUBE RADt`1SiMetall;,•stud
i i i I Installation Design PressureF \\ \
HardiePlank, Metal Studs -92 sf
mplank, Prevail
e J sS ONAL \ I I Lap Slding Impact Resistant-
3/4 Minimum Edge Distance Nails at 16 O.C. , Planks Installed over 5/8' thick / 5 ply9 (ryp 1-1/4 fall X 5/18'
thick starter strip APA rated plywood sheathing
DML 6
i
the Florin
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
Expiration 9005/01/2022
By
Sheathing fastener, as
described in Note 1
Siding fastener, as
described in Note 2
HardiePlank,
Cemplank,
Prevail Lap Siding
Water -resistive
barrier per Florida
Building Code
Section 1404.2
5/8" thick / 5 ply APA rated
plywood sheathing fastened. to
metal studs as described in,
Note 1
20ga, 3-&8" X 1-518" Metal C-stud
The wall and soffit frames are to be designed
by the Architect or Engineer of Record In
compliance with the Florida Building Code.
NARDIFpLANK CEIVIPLANK REVAIL 11 t? $Ib IN,9 I TIQN E i91LS
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 when: 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 SW I M& / 5 ply APA rated plywood sheathing shall be attached to metal studs at V'oo at panel
edges and all intermediate supports using a No.8-18, 0.315" head diameter 1-1/4" long bugle head screw
Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at
the top of the plank such that the exposure area of each plank Is 5 8-1/4" vertically.
INote 2] The siding fastener shall be a minlmum No. 8-18, 0.316' head diameter X 2-114' long' bugle head
screw over metal studs ('or screw shall have at least 3 full threads penetrating metal framing); The siding Is
fastened:5 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 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 16 ply APA rated plywood sheathing supported by a minimum
209a, Nominal 3-5/8" X 1-5/8" Metal C•studs spaced a maximum of 16" O.C.
Fasteners shall have a minimum edge distance of 3W.
HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING
INSTALLATION DETAILS METAL STUD CONSTRUCTION
James Hardle Building Products, Ina
10901 Elm Avenue
Fontana, CA 92337
0M no
PNL-PLK SOFF
Creator. E. Gonzales jSCALE 112 01'-0" j Date: 4/24/2013 1sxEh7 7 of 12
I 6.00in.
7 1
6.00in.
I•I
PRODUCT RENEWED
as complying with the Florida
Building Code
I NOA-No. 17-0406.06
T
Ezplratlon,o te05/0112022
By
Miami-91facfe Product Control-
m wifb drc Flaride
Amoommilifift mNo /3-03 1/ 0
T tILRAXIM
58.251n.
ER/MMIWA
NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16"
O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD
SCREWS (2 PER TOP AND BOTTOM CONNECTION)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING COOS
SHEATFj.LNG '
NOMINAL SW 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
CL A0_LNQ
PLANKS OVERLAP 1-1/4'
THE EXPOSURE IS s 8-j/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 3/4" UP
FROM THE BOTTOM EDGE OF THE PLANK AT EACH
STUD LOCATION
In.
II
I I I
6.00in.00 I
I• •
I I
it I
REVISED
fin# witb the F1ori&
Coft
t .
Cladding
Framing
Sheathing
oSTATE OF = t
FS o iai. ' 3
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)
Creator. E. Gonzales
HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING
INSTALLATION DETAILS METAL STUD CONSTRUCTION
James Hardie Building Products, Inc.
10901 Elm Avenue
Fontana. CA 92337
A I I PNL-PLK-SOFF 11
1" IS T-o" I Date: 424=0 16REEr 8 OF 12
WALL LENGTH SEE
Stud Spacing at 16" O.C. DETAILA
B
I —
2" X 4" S-P-F
i i ( Wood Studs
WALL
MIGHT
HardieSoffil,
I i•I '. iAel Cemaofrd
i s_F]JQNJ3_B
PRODUCT RENEWED
as complying with the Florida
Building Code
NOA-No. 17-0406.06
Expiration Me06/01/2022
By
Miami-Oallb Product Control
3/8" Minimum
Nails at 4" O.C. (typ.)pReDucr REvL%M
Distance r a9 lying wish am Flo"
130ftC06
MifirifPok
Soffit fastener, as
described in Note 1
HardleSoffit, Cemsoftit
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 oomprrance
with the Florida Building Code.
Pit ODII_r nEsc I lO,t
HardieSofBt® & Cemsoffil® 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.
SOFFIT` PJMENSION$
Width Length Thickness
4' V 1/4"
OESIOI RRF$SUJ&E RATJaG
Installation Desibn Pressure
Wood Studs -70 psf
life OGA WA
No. 4 21•
o STATE OF
SSlnru1.1
HARDIESO ITyCE,(V150EFITp-ANEL tWTAMA-YJON DETAILS
Ali 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 HardleSofft, 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 2'7C4" S-P-F wood studs spaced a maximum of 16" O.C.
Note 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" U.C.
Fasteners shall have a minimum edge dlstanoe of 30 and a minimum clearance of 2" from comers.
PRODUCT aEVLSm
ed* db.
aoeptenoe No f 3•'03 / l Q ".
gy
tCaaw
HARDIESOFFIT, CEMSOFFIT PANEL
INSTALLATION DETAILS WOOD STUD CONSTRUCTION
Facts NO
James Hardie Building Products, Inc,
10901 Elm Avenue
Fontana, CA 92337
PNL-PLK-SOFF
Creator. E. Gonzales Iscue 112" a 1'-0" I Date: 4/24/2013 1SHEET 9 OF 12
REV
Cladding
Framing
FRAMLG
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
9LA-0i19
THE SOFFIT IS FASTENED WITH 2" LONG, 0.223" HEAD
DIAMETER 0.092" SHANK DIAMETER, CORROSION
RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL
EDGES AND INTERMEDIATE STUDS
PRODUCT RENEWED
as complying with the Florida .
Building Code
N OA-No. 17-0406.06
Expiration Datp0510112022
By
4.00in Miami-060 Product Control
F R&UCr ILE,VISF.D PRODUCT REVISFD
a e goyleg wi16 Yoe Florid. as oo=#) ifq wn6 Yoe Flood
AawplMO N o - n loxpsaoar N. ' !1a 1 ,47
Exp4rAmq Dace . f u J7
Ai i I%"%" Coawd $
Y
Miam' 1);do P oEvet Coe>tol OF
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)
I@
OGAIN1
No.
STATE
ss1QNA C
i
HARDIESOFFIT, CEMSOFFIT PANEL
INSTALLATION DETAILS WOOD STUD CONSTRUCTION
James Hardie Building Products, Inc.
et
10901 Elm Avenue
Fontana, CA 92337
3hone:909-356-6300 $IZE FSCMNO OV&NO REV
Fax 909-427-0634 A PNL-PLK-SOFF -T
Creator. E Gonzales SCue 1"=1 0" Date: 4/24/2013 6N6EP 10 OF 12
WALL LENGTH
Stud Spacing at 16" O.C.
1PRODl1CT RENEWED
as complying with the Florida
1,1 '.:Building Code
i I NOA-No. 17-0406.06 .
WALL 1. 1 ! 11 1
EIGHTI i i 1 I Expiration
Byiii
j j,! I• MIamI-Ddc
3/6" Minimum
Q11ETAL-9
Distance
5/01 /2022
Nails at 6" O.C. (typ.
Soffit fastener, as
described in Note i
HardleSoffit, Cemsoffit
r
1
20ga, 3-5/8" 1-5/8" Metal C-stud
Lj The wall and soffit frames are to be
L — designed by the Archltect or Engineer
of Record In compliance with the
Florida Building Code..
SEE IEEiC!DUCT Q$C RI 71Qt
DETAIL A
HardieSoffitO & CemsoMtO materials
are nonasbestos fiber -cement products
T tested in accordance with ASTM C1186
Grade II, Type A and meeting the
requirements of the Florida Building
Code.
2093, 3-518" X 1-5W SQl_EIT QIME IS Q IS
Metal C•stud
Width Length Thickness
4'
HardieS0 E. DESIGN P Rg7( CemsoBitFSSURE j\1G
Installation Design Pressure
Metal Studs -5
1"
11/
1rr1,/ 1.OGq
ECT10N B-B ,11
PR6DUCr REVISED
PRODUCr REVtSEA ,,1 s
as oarplyiag wiiU the Aotidrt ,N
d Coogp1 tbs t7lorid Ouilding code !
3 e?1I Gr;
N0. 12 f
Aeoopnoee N°t' F irati U/i 'L7
J
Prt+drN Coead
Mi ede P odeet Ceatrol OR
E(ARq(SOFFI CEMSOF(T PANEL INS ALJJ97 fOt DETAiI$ 01VAL. •N rrrrlt'
All Installation shall be done in conformance with this Notice of Aeceptan&1001Maitrufacturer's
Installation recommendations, and the applicable sections of the Florida Building Code.
Metal studs where HardleSoffit, Cemsoffit 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 20ga, Nominal 3-tilt3" X 1-5/8" Metal C-studs spaced
a maximum of 1e' 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 distanoe of 3/8" and a minimum clearance of 2" from
comers.
Creator. E.•Gonzales
HARDIESOFFIT, CEMSOFFIT PANEL
INSTALLATION DETAILS METAL STUD CONSTRUCTION
No
James Hardle Building Products, Inc.
10901 Elm Avenue
Fontana, CA 92337
PNL-PLK-SOFF
1 Date: 4/24/2013 11 OF 12
Rav
6.001n.-•{ j- Cladding
6.0I01n.
I. r
PRODUCT RENEWED ' w .."*K-FWiErs r>RoMC't
as complying with the Florida tie / as 1
Building Code A ae Pb s
NOA-No. 17-0406.06 °'K°;3fp'
3N joy +''+
I
AWA -
Expiration 05/01/202210+`
By
By Miami promot
Miami-DAdf Product Control ; l Q, 2 -•. I • \ jl M
I SAP 0 Aj
FLOR P'
FSSIONP`
NOMINAL 20 GAUGE 3-5/8" X 1.50 STEEL STUDS 16" O.C.
FASTENED WITH 5/8" WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE
AND BOTTOM CONNECTION) ' NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS)
THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED
Comm
BY THE ARCHITECT OR ENGINEER OF RECORD IN
COMPLIANCE WITH THE FLORIDA BUILDING CODE
CLADDING HARDIESOFFIT, CEMSOFFIT PANEL
THE SOFFIT IS FASTENED WITH NO. 8-18,0.31V'HEAD TALLATION DETAILS METAL STUD CONSTRUCTION
DIAMETER X 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 11INIF(NS
STUDS
Fontana. CA 92337
shone: 909-356-6300 SIZE FscM no DM NO RE
Fax 909-427-0634 A PNL-PLK-SOFF 1
Creator. E. Gonzales SCALE 1"= 4'-0" Date:4J24/2013 SHEET 120112
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 1. OGAWA 8 ASSOCIATES, INC.
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
RONALD I. OGAWA ASSOCIATES, INC.
16335 ALGONOUIN STREET $443
HUNTINGTON BEACH, CA 92649
M 714-292-2602; (F) 714-847.4595
PROJECT. RIO.268B•17
EVALUATION SUBJECT
HardlePane* Siding
James Hardie Product Trade Names covered In this evaluation:
HerdiePonel® Siding. Cempenel® Siding, Prevail" Perhel Siding
EVALUATION SCOPE:
ASCE 7.10
2017 Florida Building Code
20151rnemadonal Building Code
20151nleme0onal Residential Code
JAMES HARDIE BUILDING PRODUCTS, INC.
I-OWS42-7343
intoQameshardie.com
EVALUATION PURPOSE:
This analysis is to delemdne one mandmum design 3-second gust vend speed to be misled by an assembly of HardiePanel (Cempanel. Prevail Pend) siding fastened to wood furdngs on either wood
or metal training with halls or screws.
REFERENCE REPORTS:
1. Intertek Report 102024363COO-0D1A, Transverse load lest on HardhePonal.
TEST RESULTS:
Table 1a. Results of Transverse Load Testing
Frame Fastener U tmete Allowable
Test Thickness Width Spacing Spacing Fastener Type Load Design Load"
Report Number A on m.) in. Frame Type m I in.) and Dimensions PSF) PSF) Failure Mode
102024353COO.001A Intanek 0.3125 48 2X4 wood stud, 314- thick by 16 6 No. 8 X 1.25' long X 0.323' HD 180.7 53.8 Pull through rtractura3.6'wide SPF furring ribbed bugle head screws
102024363COO.001A Interlek 0.3125 46 2X4 wood stud. 314- thick by 16 6 No. 8 X 1.25' long X 0.323' HD 131.4 43.8 pull through3.5- wide SPF furring ribbed bugle head screws
1020243WCOO-0DtA Irnenek 0.3125 2X4 wood stud. 314- thick by 12 No. 8 X 1.25' long X 0.323' HD 108.1 35 4 pull through3.5' wide SPF furring16 ribbed bugle head stews
102024363COD-001A Inlenak 0.3125 48 2X4 wood stud' 314- thick by 16 5
MOW shank X 0.215' HD x 1.5'
147.6 49.2 pull through rtredure3.5' wide SPF furring long ring shank nail
102024363COO-WIA Intensk 0.3125 48 2X4 wood stud, 314- thick by 24 8 No. 8 X 1.25 long X 0.32r HD 82.7 27.6 pull through /fracture3.5' wide SPF furring ribbed bugle head screws
1. rnr tastenent were hnsteneo on nrmng wimout peneir oon mic, ine morning members.
2. Allowable load is detemdned from uhhmale load divided by a factor of safety of 3.
3. HardePanel Sltlmg complies with ASTM C7186, Standard SpecAcation for Grade It, Type A Non•asbastbs Fiber -Cement Flat Streets.
Table t b. Analysis of Allowable Load for NO Screw at 10' O.C.
98 Screw Spacing
Fastener Spacing n. 8 12 10
eFrams dng (in., in. 16 16 16
Fastener Tribute area 111 0.89 1.33 1.11
Allowable load 43.8 35.4 38.6
Individual fastener load lb. 38.9 47.2 43.1 rho fastener load for 88 screw at 10.0 C. was calculated as the average of hie test results for 8- and 12- O.C.
The allowable load for N8 screw at the spacing of IV O.G. Into furring can be calculated by interpolating the results of same fastener at Ir and 12' O.C., since both tests had same failure mode of
fastener pull through from the panels. As shown In the table, the allowable load for 018 screws installed at IV* O.C. to wood furring is 38.8 pall.
Justification of Using the Results on Light Gouge Steel Framing
In the "act configurations. an fasteners were attached to furring only, so whether the furring Is attached to wood or steel framing does not effect panels' transverse load capacity. U's the pro)ecl
engineefs responsibility to ensure tiro Tuning eUecunem and framing memebers to have sufficient load capacities.
pGAWq
SE
ADO FLO
RONALD 1. OGAWA ASSOCIATES, INC.
16635 ALGONOUIN STREET 0443
HUNTINGTON BEACH, CA 92649
1) 714-292-2602; (F) 71"47-4595
PROJECT. RIO-2689.17 JAMES HARDIE BUILDING PRODUCTS. INC.
1.868-542-7343
Into( jameshardie.com
DESIGN WIND LOAD PROCEDURES:
Fiber -cement siding transverse load capacity (wind load capacity) is detemined via corgrliancs testing to transverse load national test standards. Via the transverse load testing an allowable design
load is delemined based an a factor of safety of 3 applied to the ultimate test load.
Equation 1, gF0.DD25WN-K„-KfVr (ret.ASCE T.10equation 30.3.11 c6 .
velocity pressure at height z K, .
velocity pressure eniposure coefficient evaluated at height z Ka ,
topographic factor Equation;
K, ,
wind dirocsonellty factor V ,
basic wind speed (Ulicond gust MPH) as determined from 20151BC Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures 26.5.1A, B, or C VtV (
ref 20151BC Section 1602.1 01el1m ons) Vie ,
ultimate design wind speeds (3-second gust MPH) detemdned from 20151BC Figures 1609.3(1), (2). or (3); ASCE 7.10 Figures 26.5.1A, B, or C Equation
3, p,%•(GC,-GC.1) (rat. ASCE 7-10 equation 30.6.1) GC. ,
product of endemal pressure coefficient and gust -effect factor GCw ,
product of internal pressure coefficient and gust -effect factor p .
design pressure (PSF) for siding (allowable design load for siding) To
determine design pressure, substitute 9. Into Equation 3, Equation
4, p=0.0025rV,,•Ke7K.'V."(GCrGC,.) Allowable
Stress Design, ASCE 7.10 Section 2.4.1, load combination 7 Equation
5, 0.61) • 0.6W (net ASCE 7-10 section 2 4.1. load combination 7) D ,
dead load W ,
wind load To
determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation
G. p., r: D.e7p) Equation
7, pr' D.6'(D.DD256'K.9(e'K.'V,.s'(GC.-GCj) Equation
71s used to populate Table 3, 4, end 5. To
determine the allowable ugrmete basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V,., Equation
8, V. _(p.WD.6.0.00256•K.•K•K.•(GC.-GC.,))03 Applicable
to methods spodlied M Eircaptrons 1 through 3 of 20151BC Soctnon 1609.1.7., to determine the allowable nominal design wind speed (Veld) for Hardie Siding in Table 6, apply the conversion
formula below. Equation
9, V. - V. • (0.6)" (ref. 2075IBC Section 7609.3.1) V„ .
Nominal design wind speed (3-secorhd gust mph) (rat. 2075 IBC Section 1602.1;
RONALD I. OGAWA ASSOCIATES, INC.
15835 ALGONOUIN STREET 0"3
HUNTINGTON BEACH, CA 92649
T) 714-292-2502, (F) 714-847-4595
PROJECT: RIO-2689-17
Table 2. Coetfisients and Constants used In Determining V and p,
IL d Zme 5
Height fit) Exp B EXP
C0124D5
K. Kr G
D-15 0.7 Des hs60 1 0.85 1.4 Die
20 0.7 D.9 1 0.85 1A 0.16
25 0.7 0.94 1 0.85 1.4 O18
30 0.7 0.98 1 0.85 1.4 0.18
35 0.73 1.01 1 085 1.4 0.18
40 0.76 1 D4 1 0.85 1.4 0.18
45 0.785 1.055 1 0.95 14 0.18
50 0.81 1.09 1.27 1 0.85 IA 0.18
55 0.83 1.11 1.29 1 0.85 1.4 0.18
60 0.55 1.13 1.31 1 0.85 7.4 0.18
100 0.99 126 1.43 1 Ina61) 1 0.85 1 -1.a 0.15
JAMES HARDIE BUILDING PRODUCTS, INC.
1-808542-7343
infbQJameshardie.rvm
Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B,
no 5 3-secondgust) 1D0 105 110 115 120 130 140 15D 160 170 180 100 200 210
Height (d B B B B B B B B B B B B B B
0.15 t4.4 15.9 17.5 19A 20.8 24.4 28.3 v.5 37.0 41.7 36.11 52.1 57.5 63.7
20 14.4 15.9 17.5 19.1 20 8 24.4 28.3 32.5 37 0 41.7 r6.111 52.1 57.0 637
25 14.4 15.9 17.5 19.1 20 8 24.4 28.3 32.5 37.0 41.7 6.5 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 36.8 52.1 57.8 63.7
35 15 1 16.6 18.2 10.9 21.7 25.4 29.5 33.9 38.6 43.5 38.3 54.4 50.2 66.4
40 15.7 17.3 19.0 20.7 22.6 25.5 3D.7 35.3 40.1 45.3 50.8 56.6 42.7 WA
45 16.2 17.9 19.5 21.4 23.3 27.4 1 -31.7 1 -35.4 1 -41.5 46.8 52.5 58.5 1 •64.6 71.4
50 16.7 19.4 202 2Z1 24.7 282 3Z7 37.6 42.8 48.3 54.7 50.3 56.8 T3.7
55 77.1 18.9 20 7 22.8 24.7 2B 9 33 8 38.5 33.8 4. 55.5 fi7.8 58 5 75.5
7
tOD 25.6 1 -28.2 1 -31 D 1 33.8 1 36.9 43.3 1 -50.2 1 -57.6 1 -55.5 74.0 1 -82.9 1 -92.4 1 -1074 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-secondgust) 1DD 105 110 115 12D 130 140 150 • 16D 170 180 190 200 210
HengM a) 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 56.8 413.3 70.1 77.3
20 18.6 20.5 22.5 24 5 26 7 31.4 36 4 71.8 47.5 53.7 60.2 57.0 74.3 81.9
25 19.4 214 23.5 25.6 27.9 32.0 38.0 43.6 49.5 56.0 6ze 70.0 77.6 55.5
30 20.2 22.3 24.5 26.7 29.1 34.2 39.6 45.5 51.8 56.4 65.5 73 0 50.9 39.2
35 2D.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 01.9
40 21.5 23.7 26.0 28.4 30.9 36.3 3Z0 48 3 54.0 62.0 69.5 77.4 0.6 94 6
45 220 242 25.6 29.1 31.6 37.1 431 4 .4 1 -56.2 83.5 77.Z 793 07.9 98.9
50 22 5 24.8 272 29.7 32.4 38.0 J4 1 50.6 57.6 65.0 72.9 612 69.9 99.2
55 2Z8 Z5.2 27.7 30.3 33.0 38.7 44.8 51.5 58.6 56.2 74.2 82.7 91.6 70t.D
33.6 9. i. . 4 A.
100 3Z8 35.9 39.4 3.1 8.9 55.0 a.6 73.3 83.4 94.1 105.5 117.6 130.3 143.6
Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds • Wind Exposure Category D.
d S 3-secondgust) 1DD 7D5 110 115 1 120 130 140 150 16D 170 t80 190 200 210
Height D D D D D D D D D D D D D D
0.15 21.2 23.4 25.7 28.1 30.6 35.9 41.6 7.8 54.4 61.4 66 8 76.7 65.0 93.7
20 223 24.6 27.0 29.5 v.1 37.7 43.7 501 57.0 54.4 72.2 00.4 69.1 98.2
25 23.1 25.5 28.0 30.6 W.3 39.0 35 3 52.0 59.7 56.8 749 59.4 42.4 101.9
30 23.9 26.4 29.0 31.5 v.5 04 J6.9 53.8 61.3 69.2 77.5 W4 95.7 105.5
35 24.5 27.1 49.7 3Z5 35.3 41.5 48,1 55.2 82.6 70.9 79.5 58.6 982 108.3
40 25.2 27.7 30.5 n3 36.2 42.5 49.3 55.6 54.4 72.7 61.5 00.9 100.7 111.0
45 25.7 1 .26.3 31.1 34.0 37.0 43.4 150.3 57.8 55.7 74.2 83.2 DZ7 70Z7 113.3
50 28.2 28.9 37.7 74.8 37.7 44.3 51.3 58.9 57.1 15.7 94.9 94.5 104.6 115.5
55 IB.6 29.3 322 35.2 3 45 0 5Z2 59.9 68.1 76.9 88.2 96A 1 1 117.4
8. t 06.1 1.
100 37.1) 40.3 44.7 725 53.2 04.5 106.8 119.8• 1334 1-147.9 783.0
Tables 3, 4, and 5 are basedAn ASCE 7-1 D and consistent with On 2D15 IBC, 2015 IRC
Q ••S••.
RONALD 1. OGAWA ASSOCIATES, INC.
16335 ALGONOUIN STREET 1t443
HUNTINGTON BEACH, CA 92649
T) 714-292-2602; (F) 714-847-4595
PROJECT: RIO.2689-17
JAMES HARDIE BUILDING PRODUCTS. INC.
1-868-542-7343
infoQjameshardie. corn
Table 6, Allowable Wind Speed (mph) for HardlePonel Siding (Analytical Method in ASCE 7-10 Chapter 30 CdC Part 1 and Part 3) 4
Allowable. 1.110mate Allowable, NanirW
Design W1nd, Spy. Design Wind. Speed.
o r
Ap 6ambb to methods,
speoMd in 12D15 IBC• Applmbb lu methods
2017 FBCI Section specified in Excq*on3 1
609 1.1. es delemsned by tlnough 3 of P015 IBC,
12DI5111C. 2017 FBCI 2017 FBCI Section
Figures 1609.3(1), (2), or 1809.1.1.
3) Coefficients reed in Tubb a calculations for
Product
Mirsmum
Thickness
in)
1MODn
fin.)
Fastener
Type
Fastener
Spacing
m•)
Frame Typ!
Stud
Spacing
fR)
Sulking
Height"
1L)
B C D B C D
A9uwelik
Design LOW
051) Up EnpC Expo V. K. cc, 00.
HerdiePanel® 5118
No. B X
125'"
X 0.323'
HD ribbed
bugle head
screws
6" O.0
into
furring
Drily
2X4 wood or
ing, 3l4'
et sled
fraromin
rick by 3.5•
wide wood
Ong 1.74
16
0.15 193 ITS 159 149 135 123 53.6 0.70 0.56 1,03 hs6O 1 0,85 1.4 0.1e
20 193 170 155 149 132 12D 53.0 0.70 0.90 1.08 1 0.05 1.4 DAB
25 193 168 152 149 129 lie 53A 0.70 0.94 1.12 1 0.95 14 0.10
30 193 183 150 149 126 116 W.6 0.70 o.aa I.1e 1 0.55 t 4 0.18
35 189 160 148 145 124 114 53.6 0.73 1.01 1.19 1 0.65 1 4 0.10
40 185 158 146 143 122 113 M.6 0.76 1 1.04 1,22 t 0.95 14 0,18
45
172K
140 133 lie lOB W.6 0.58 1.15 1,33 t OAS t 4 0.14
50 179 143 139 120 111 W.6 0,51 1.09 127 1 0.05 1.4 0.10
65 1T7 142 137 119 110 53A OAS 1.11 t29 1 0,95 1.4 0.15
60 175 141 135 117 109 53A 0.95 1.13 1,31 I O.es t4 oto
100 145 120 112 99 93 53.6 0.99 125 1.43 ha60 1 0 65 1.6 0.18
HerdlePanel® WIG 4B
NO. 8 x
1.25'"
X O.=
HD ribbed
bu&head
skews
S' O.C.
into
furring
only
2Xa wood or
20 go. steel
framing. 3/4'
thick by 35'
wide wood
no tp4
is
0.15 174 1M 135 122 111 13.e 0.70 O.eS 1.03 hdfD 1 D.0.S I.1 D.1a201741401351191090.5 0,70 0.90 1.09 1 0.95 14 D18
25 174 13B 135 116 107 43.a 0.70 0.94 1.12 1 O.aS 7.1 O. -8
30 174 147 135 135 114 105 3.0 0.70 0.9e 1.16 1 OAS 1./ 0.10
35 171 145 134 132 112 103 3.5 0.73 1.01 1.t9 1 0.95 1.4 0.15
40 167 143 132 129 111 102 43.0 0,76 1.04 122 1 0.55 1.4 0.10
45 184 141 31 127 109 107 43A 0.79 1.07 125 1 O.as IA 0.16
50 162 140 129 125 108 100 43.8 0.e1 Too 127 1 0.65 tA ate
55 160 138 128 124 107 g9 43A 0.03 1.11 129 1 0.55 1.4 0.15
80 158 IF 127 122 106 99 43A M55 1.13 1.31 I OAS 1.4 0.10
100 131 116 101 90 3.0 ON 125 1.43 ha6D 1 0.0.5 7.0 0.18
HardcePenel® S/t6 4B
No. a X
12S long
0.323'
ribbed
bugle headbugle
screws
1P O.C.
into
furring
Only
2X4 wood or
20 gs. steed
frarronp, 9/1'
by 3.5'
cattle woodwide
furring
16
0.15 164 149 135 127 115 105 38.8 0.70 OAS 1.03 hs90 I OAS 1.4 0.16
20 164 145 132 127 112 102 W.a 0.7D 0.90 1.05 1 0.85 1.4 0.10
25 164 141 130 127 110 DD ae.a 0.70 0.94 1.12 1 D.e5 1.4 0.1e
30 164 139 127 127 107 99 35A 0.70 0.es 1.t6 t 0.95 1.6 0.14
95 181 136 726 124 106 97 J6A 0.73 Lot 1.19 t owes 14 Die
40 757 134 124 122 104 95 35.8 0.75 1.W 122 1 O.aS 1.4 0.ta
45 155 133 123 120 103 95 aa.e 0.7g I.07 125 1 0.45 1.4 0.15
50 152 131 122 115 102 94 36.9• O.41 1.09 127 t 0.9.5 1 4 D.1e
55 151 130 121 117 101 94 36.e a63 1.11 129 1 D.55 1.4 0.16
60 149 120 120 115 100 93 Wa 0.95 113 1.31 1 0.55 7.4 0.18
100 123 95 3a.a 0.99 125 1.43 ha80 1 0,55 I.0 D.10
Har0lePanel® Sn6 48
NO. B x
125' long
X D.323'
HD ribbed
bupk head
sasa
12.O.C.
into
furring
Only
2X1 wood or
20 go. steel
hammy, 3/4•
thick by 3.S
wide wood
qs
furri65
16
0.75 167 142 129 121 110 10D 35.1 0.70 085 1.03 hs6D t 0.55 1 D.19
20 157 138 126 121 107 98 M.4 0.70 0900 1.06 1 OAS A Die
25 157 135 124 121 105 96 35.4 a70 0.94 1,12 I o.95 IA 0.16
90 157 132 122 121 103 94 MA 0.70 0.90 1.15 t o.a5 t./ D.te
3`+ 153 130 120 lie 101 93 35.4 0.73 I.01 1.19 1 0.65 1.4 Die'
40 150 126 11g t16 100 92 35.4 0.76 t.04 122 t 0.95 t./ Ota
45 148 127 117 115 g8 91 35.4 0.79 I.07 T25 t o.e5 1.4 05e
50 146 125 116 113 97 9D 354 0.51 1.09 127 t 0A5 IA 018
144 124 115 111 96 99 354 0.53 1.11 129 t 0.05 1.1 Die
60 142 123 714 110 95 a9 354 0.65 t.t3 1.31 1 OAS t 4 Ole
IOD 1la of 35.4 0.99 128 143 1 hW1 1 10,651•1.e O.1e
RONALD 1. OGAWA ASSOCIATES, INC.
16535 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
T')714-292-2602;(F)714-647.4595
PROJECT: RIO-2689-17
Allowable. IADmete AllOwade, Nominal
Design Wind. Speed. Design Wind. Speed,
r r
Applicable to methods
specified in 120151Be.
2017 FBQ Section
609.1.1. as detemmed h
12016 IBC. 2017 FBC)
Figures 1609 3(1). (2), or
3)•
Mnd etmosure rslleoan
Applicable to methods
specified in Exceptions 1
through 3 of 1201518C,
2017 FBCI Session
1609.1.1.
JAMES HARDIE BUILDING PRODUCTS. INC.
1-886-542-7343
infoMameshard)e.corn
Coef6Cnellb used In Tubb 6 calculations for
ext)nanre calsoory 1 Sidon
Product
Mimmum
Thickness
in)
NAtM
pre)
Fastener
Type
Fastener
Spaanp
n.)
Frame Type
Stud
Spacing
Con.)
Building
Heighlt's
K)
B C D B C DI ADowebe
Design Loa
Poll Ere B ExisOhD K. K. G GCr HaWiePeneltB
5/18 No.
8 X 1
25' long X
D.323- HD
ribbed bugle
heed screws
8.
O.C. into
furring
only
2X4
wood or 20
go. ctad framing,
3l4' thick
by 3 5' wide
WOW furring
1,1+ 24
045
138 125 114 107 97 Be 27A 0.70 0.55ha60 1 0.85 1.4 0.13 20
138 122 111 1D7 94 86 27.5 0.70 too 1 0.85 A4 0.15 25
138 119 107 92 27.5 0.70 0.94 1 0.85 1.4 0.111 30
136 117 107 91 27.6 0.70 0.98 1 0.95 1.4 D.1a 35
135 115 105 89 27.6 0.73 1 0.65 1.1 0.18 40
133 113 103 Be 27.6 0.76 1 D.85 1.4 0.70 45
131 112 101 87 27A 0.70 t 0.e5 1.4 p,1e 50
129 111 100 56 27.6 0.81 1 0.65 l.4 0.76 55
127 9B 27.6 083 19.5'.0-31
O.eS 1.4 0.1e 60
125 97 27.9 OAS 11100 27,5 0.99 3 hallo 10.a5 1.5 0.18 HeMiePanel®
5/18 48 0.
090' shank
X 0.
215• HD r
t 5 long ring
shank nag
6'
O.0 into
furring
only
o2X4
wood or 20
ge sled framing,
3W ihrdt
try 3.5• widewood
rypr(
1•rA ring16
D-
15 195 168 152 143 13D lie 92 0.70 3 hs60 1 045 IA 0.18 20
155 163 149 143 126 115 492 0.70 0.90 1.05 1 US 1.4 Ole 25
185 159 146 143 123 113 492 070 0.94 112 1 0.05 1 4 0 1 e 30
1115 155 143 143 121 111 492 0.70 0.9e 1.15 1 0.e5 1.4 o.1e 3
181 154 142 140 119 110 492 0.73 1.01 1.19 1 0.85 1.4 0.19 40
177 151 140 137 117 IDS 492 0.76 a.04 122 1 0.85 1.4 0.18 45
174 150 136 135 116 107 492 0.79 1.07 125 1 0.a5 1.4 O.te 50
172 148 197 133 115 106 J92 0.e1 109 127 L 1 0.95 1.4 0.15 55
170 147 136 131 114 105 492 0.83 1.11 120 1 0.65 1.4 0.1a 60
168 145 135 13D 113 105 492 GAS 1.13 1.31 1 5.1.4 O.ta 100
139 1 123 1 115 107 95 09 492 0,99 126 1.43 11ij 1 0.85 1.9 D.ta 1.
rumng anocinmann no awwrs oenmp mamoem or onamarmr wining -ow - ve oasrgnou cry en mpneer, 2.
Building Might v moan roof height (on fea0 of a building, except Thal on" height shall be used for roof angle 9Idea then as equal to 10' (2.12 roof ceps). 3.
V. - animals design v4nd speed 4.
Vr a nominal design wind speed 5.
Uoear interpolation of building height (s 60 e) and wind speed is Permitted. 6
W nd speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C4C Part 1 end Pan 3: K e•1, "D.85. GC,7! (hs60), GC,1.0 ("(1), GC eo.15 7.
Wood fuming shag be pmservatne treated per AWPA 5.
Wood furring snap be apeofic gravity of 0.42 or greater per AFPA44D5: or wood swouM panel, canfonnng in DOC PS-1 or DOC PS-2 or APA PRP-1Oil. LIMITATIONS
OF USE: 1)
In High Velocity Hurricane Zones (HVHZ) Install per Miami -Dade County Florida, NOA 17-0406,06
PROJECT RIO-2686-17
ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND
FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS
JAMES HARDIE BUILDING PRODUCTS, INC.
10901 ELM AVENUE
FONTANA, CA 92337
TABLE OF CONTENTS
PAGE
COVER PAGE 1
EVALUATION SUBJECT 2
EVALUATION SCOPE 2
EVALUATION PURPOSE 2
REFERENCE REPORTS 2
TEST RESULTS 3
TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3
TABLE 1 B, SHEAR VALUES 3
DESIGN WIND LOAD PROCEDURES 4
TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4
TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5
TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5
TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5
TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7
LIMITATIONS OF USE 7
AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN
COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2017 FLORIDA BUILDING CODE, AND
THE 2015 INTERNATIONAL BUILDING CODE. .
PREPARED BY:
RONALD 1. OGAWA & ASSOCIATES, INC
16835 ALGONQUIN STREET #443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
cc
OF : Lu ;
FLOR`OQ'`
RONALD I. OGAWA ASSOCIATES, INC.
16835 ALGONOUIN STREET 9443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-88&542-7343
infoQjsmeshardie,com
EVALUATION SUBJECT
Hardieloanel® Siding
James Hardie Product Trade Names covered in this evaluation:
HardiePane18/ Siding, Cempenelt9 Siding. Prevail'" Pond Siding
EVALUATION SCOPE:
ASCE 7-10
2017 Florida Building Code
2015 Irdemalional Building Code®
EVALUATION PURPOSE:
This analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardrePand (CempaneL Prevall Panel) siding fastened to wood or metal framing
with nags or soaves.
REFERENCE REPORTS:
1. Intenek Report 3007913 (ASTM C1186) Material properties HardiePand Siding
2. Ramtech Laboratories Report IC-127D-94 (ASTM E330) Transverse Load Test, 5MV Thick by 48 Inch wide HardiePenel Siding installed on 2X4 Hem -Fr wood studs spaced at 16 mitres
on tender with a 6d common galvanized nag
3. Ramtech Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 5M6' Thick by 48 Inch wide HardiePanei Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches
on center with a 6d common galvanized nag
4. Remtech Laboratories, Inc. Report 10OW9711475 (ASTM E330) Transverse Load Test, 5116" Thick by 48 inch wide HardrePand Siding Installed on 2X4 Group III S13=0.36 wood studs spaced
at 16 incurs on center with a 4d, 0.091 Inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 5.
Remtech Laboratories, Report IC-1054.89 (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePand Siding installed on 20gauge Metal studs spaced at 16 inches on center
with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 6.
Ramtech Laboratories, Report IC 1055-89 (ASTM E330) Transverse Load Test 1/4' Thick by 48 iheh wide HardiePumd Siding installed on 20gauge Metal studs spaced at 24 inches on center
with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head spew T.
Ramlech Laboratories, Report 11149-98/1554d (ASTM E330) Transverse Load Test, 114" Thick by 48 inch wide HardiePanal Siding installed on 2Dgauge Metal studs spaced at 16 and 24 Inches
on center with a ET&F 0.1001n knurled shank X 1,5 In. long X 0.25 in. head diameter pin fastener Ramtech
Laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test. 5/16' Thick by 48 inch wide HardhePanel Siding installed on 2X4 Hem -Fr wood studs spaced at 16 inches on center
with a 6d common galvanized nail 9.
Ramtech Laboratories Report IG7274-94 (ASTM E72) Racking Sheer Task 5116' Thick by 48 Inch wide HardiePand Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on center
with a 6d common galvanized nail 10.
Ramlech Laboratories, Inc Report 10868-97/1475 (ASTM E72) Racking Shear Test, 5116' Thick by 40 Inch wide HardhePanel 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 rig shank nag 11.
Ramtech Laboratories Report IC-1057-89 (ASTM E72) Racking Sheer Test, 5/16* Thick by 48 inch wide HardieParhd Siding installed on 20 Heri Firwood studs spaced at 16 and 24 Inches on
center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 12. Ramtech
Laboratories Report 11284-99/158D (ASTM E72) Racking Shear Test, 5116' Thick by 48 Inch wide HardiePa al Sitting installed on 2X4 Herri-Fir wood studs spaced at 16 and 24 Inches on
center with a ETAF 0.100 in, knurled shank X 1.5 in. long X 025 in. head diameter pin fastener OGA lit
1 -
1-
STATE OF •'
9•r ' '`(
ORI'`
0`
JAMES HARDIE BUILDING PRODUCTS, INC.
1-OWS42-7343
info@joMC3hardic.com
TEST RESULTS:
Table 1a, Results of Transverse Load Testing
RONALD 1. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET 8443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2686-17
Fastener Spacing
in)
Allowable
Frame Ultimate Design
Thickness Width Spacing Perimeter Field Load Load'
Report Number Test in.) 00 Frame T in.) Supports Supports Fastener T PS PS
IC-1270.94 Remtecn 0.3125 48 2X4 wood Hem -Fir 16 5 6 6d common 149 49.7
IC-1270-94 Ramledn 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 236 78.7
IC-1271-94 Ramlecn 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 94 71.3
IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 1 4 6d common 143 47.7
10868 97/1475 Ramnecn 0.3125 48 2X4 wood. SG 2 0.36 16 4 8 4d.
0.091 in. shank X 0.225 bra. go
30.0 HDX1.5 in. long ring shank nag Min.
No. 20 gauge X 3.625 In. X Min No 8 X 1 in. king X 0.323 in IC-
1054.89 Rantedr D.25 48 1.
375 in metal stud 16
16 6 6 head diameter bed bugle 169.9 55.6 head
spew Min.
No. 20 gauge X 3.625 in. X Min. No 8 X 1 In. long X 0.323 in IC-
105549 Ramtach 0.25 48 1.
375 in metal stud 24
6 6 head diameter ribbed bugle 91.9 30.6 head
screw Min.
No. 20 gauge X 3.625 in. X ETdF
0.100 in. knurled shank X 11149-
98/1554d Ramtecn 0,3125 48 1.
375 In metal stud 18
4 8 1.5 In. long X 0.25 in. head 170 56.7 diameter
pin fastener Nan.
No. 20 gauge X 3.525In. X ETdF
0.100 tin. knuded shank X 11149.
98/1554d Remlecn 0.3125 48 1,
375 in metal stud 24 4 8 1.5 in. kmg X D.25 in. head 101 33.7 diameter
pm fastener 1.
Anovrdbro Lo80 is ere Vaunele Lead mVloed by a FBCIcr of Salary bf J. 2
HardiePenel Siding complies with ASTM C 1186. Standard SpedAcalbn for Grade 11, Type A Non-asbeslos Fiber -Cement Flat Sheets Table
1b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear WeIla"' Fastener
Spacing fan.)
Frame
Ultimate Allowable Thickness
Width Spacing Perbneler Field Loads Loads Repo"
Number Test Agency fine) in.) Frame T in.) Supports Supports Fastener T plq IC-
1273-94 Ramledn 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IC-
1273-94 Ramtech 03125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC-
1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 153.3 IC-
1274-94 Ramtach 0.3125 48 2X4 wood Hem -Fe 24 4 4 6d common 637.5 212.5 10868-
97/1475 Rannoch 0.3125 48 2X4 wood, SG t 0.36 15 4 8 4d,
0,091 in, shank X 0.725 in. 595.
4 198.5 HDX1.5 in. long ring shank nag Mm.
No. gauge X 3.625 in. X In
MnheadIC-1D57-89 Ramlech 0.25 48 1.
375 in metal stud 16
b 24 6 6 diameter Anbbed bugle 990.0 123.8 head
spew Mn.
No. 20 gauge X 3.625 In. X ETBF
0.100 n. knurled slronk X 11284-
99/15W Ramlech 0.3125 48 1.
375 in metal stud 16
4 8 1.5 n. long X 0.25 in. head 1227.0 153.4 diameter
pin fastener Min.
No. 20 gauge X 3.625 in. X ETV
0.100 In. knurled shank X 11284-
99/1580 Ramtech 0.3125 48 1.
375 In metal stud 24
4 8 1.5 n. long X 0.25 in. head 10W.0 132.5 diameter
pin fastener 1.
Au ooaro eopes snap be supponeo by lrommg. Panels amen be appneo wan the long mmensnon caner parallel or perpenoncuer to stuos. , g F y/iiiiio", 2.
The maldmum heipM-loaenglh ratio for construction in this Table is 2:1. ,111 3.
In the steel Premed assemblies the allowable load is based on the average load at 1/8 Inch net deflection. gl n , I GA o
STA F Ox,
FC O R IOP X- 11' sS
OrvA `
RONALD I OGAWA ASSOCIATES. INC.
16835 ALGONQUIN STREET 0443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847.4595 FAX
PROJECT: RIO.2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
irdo(jameshardie.com
DESIGN WIND LOAD PROCEDURES:
Fiber -camera siding transverse load capacity (wmd load capacity) is determined via compliance testing to transverse bad national test standards. Via the transverse load lasting an allowable
design bad is determined based on a factor of safety of 3 applied to One ultimate test load.
Since the a0owable design bad is based on factor of safety of 3. allowable design loads on fiber-cemern siding comidate directly to required design pressures for Allowable Stress Design, and
therefore should be used with combination loading equations for Allowable Stress Design (ASD).
By using the combination loading equations for Allowable Stress Design (ASD), the tested allowable design loads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7-
10 Figure 26.5-1A. Figure 26.5-1B. and Figure 26.5.1C.
For this analysis, to calculate the pressures in Tables 3, 4, and 5, the bad combination will be in accordance with ASCE 7.10 Section 2.4 combining nominal loads using allowable stress design,
bad combination 7. Load combination 7 uses a bad factor of 0.6 applied to the wind velocity pressure.
Equation 1, q6=D.00256'K,-K,'Kj1P (ref ASCE 7-10 equation 30.3-1)
q, , velocity pressure at height z
K, , velocity pressure exposure c:oeRicient evaluated at height z
Ka , topographic factor
Kd , wind directfona6ly factor
V , basic rand speed (3-second gust MPH) as determined from 12015 IBC, 2017 FBC) Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures 26.5-1& B,
OF C
Equation Z
V=V,a (ref. 201518C d 2077 FBC Section 1602.1 definitions)
V,a . ultimate design wind speeds (3-second gust MPH) determined from 12015 IBC, 2017 FBC) Figures 1609.3(1), (2), or (3); ASCE 7-10 Figures
26.5.1 A, B, or C
Equation 3, p,%•(GC,-GC,,) (ref. ASCE 7-10equalon 30.6.1)
GCp , product of external pressure coefficient and gust -effect factor
GCO , product of internal pressure coefficient and gust-eflecl factor
p , design pressure (PSF) for siding (allowable desgn load for siding)
To determine design pressure, subsbfule q, into Equation 3,
Equation 4, p=0.00256'K,'Ka'K,'VA7'(GC,-GCS
Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7
Equation 5, 0.61) + 0.6W (#W.. ASCE 7-10 section 2.4 1, load combination 7)
O ,cleadload
W , wind load
To determine the Afloweft Stress Design Pressure, apply the toed factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4
Equation 6, p„ - 0.61p)
Equation 7, p.. a 0.6'10.00256'K,'K„'K,'Vu7'(GC-GCJ)
Equation 7 is used to populate Table 3, 4, and 5
To determine Me allowable ultimata basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V..
Equation 8, V,a a (p.WD.6'0.00256'K,'KaN'(GC GCO))6S
Appbeable to methods spedl7ed in Exceptions 1 through 3 of 1201518C, 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. a V. - (0.6)66 (rel. 201518C & 2017 FBC Section IW9.3.1)
Va,, , Nominal design wind speed (3-second gust mph) (ref. 2015 IBC 6 2017 FBC Sediory 1001#L"0 i00,,
Table Z Coefficients and Constants -used In Determining V and p,
K. V" Zone 5
Height (it) Exp B Exp C Exp D Ka Kr GC GC
U-15 0.7 0.85 1.03 hS60
1
1 0.85 1.4 0.18
20 0.7 0.9 1.08 1 0.85 1.4 0.18
25 0.7 0.94 1.12 1 0.85 1.4 0.18
3D 0.7 0.98 1.16 1 0.85 1.4 0.15
35 0.73 1.01 1.19 7 0.85 1.4 0.1 e
4D 0.76 1.04 1.22 1 0.95 7.4 0118
45 0.785 1.065 1245 1 0.85 1.4 0.18
5D 0.81 1.09 1.77 7 0.85 1.4 0.18
55 0.83 1.11 129 1 O.. 1.4 0.18
61) 0.95 1.13 1 1.37 1 0.85 1.4 0.18
100 0.99 1.26 1 1.43 1 h>60 1 1 0.85 1.8 0.18
RONALD 1. OGAWA ASSOCIATES. INC.
16535 ALGONQUIN STREET 0443
HUNTINGTON•BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
inloLBjjameshardie.com
Table 3, Allowable Stress Design - Component and Cladding (CbC) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B,
Wind Speed 3-second usl 100 105 11D 115 12D 130 I 14D 150 16D 170 180 190 200 1 210
Heigh (it) B B B B B B B B B B B B B B
0.15 14A 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
21) 14.4 15.9 17.5 19A 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 24A 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7
30 14.4 15.9 17.5 19.1 20.8 24 4 28.3 32.5 37.0 41.7 46.0 52.1 57.8 63.7
35 15.1 16.6 18.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 66 4
40 15.7 17.3 19.0 20.7 22.6 26.5 30.7 35.3 40A 45.3 5D.8 56.6 62.7 69.1
45 16.2 1 -17.9 19.6 21.4 43.3 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 42.3 48.3 54.1 6D.3 66.8 73.7
55 17.1 18.9 20.7 22.6 24.7 Z8.9 33.6 38.5 3.8 49.5 55.5 61.8 68.5 75.5
1. 9.
100 25.6 ZB.2 31.0 33.8 36.9 43.3 502 57.E 65.5 74.0 82.9 92.4 102.4 112.9
Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C,
Wind Speed 3-secondgust) 100 105 110 115 120 1 130 1 140 150 160 170 180 190 2D0 210
Height (11) 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 41.9 50.7 56.8 63.3 70.1 T7.3
20 18.6 20.5 22.5 24.6 26.7 31.4 36.4 41.8 47.5 537 602 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 T7.6 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 W2 67.5 75.2 83.3 91.9
40 21.5 23.7 26 0 28 4 30.9 35.3 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 31.5 37.1 43.1 49.4 562 63.5 71.2 79.3 87.9 95.9
50 22.5 24.8 27.2 29.7 32.4 38.0 41.1 50.6 1 -57.6 65.0 72.9 81.2 59.9 99.2
55 22.9 25.2 27.7 30.3 40 38.7 44.9 51.5 58.6 66.2 1 -74.2 82.7 91.6 101.0
4
100 32.6 35.9 39.4 43.1 45.9 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 Rosistod at Various Wind Speeds - Wind Exposure Category D,
Wind Speed 3-second ust 100 105 111) 115 120 130 140 150 16D 170 180 19D 20D 210
HeigM (ft) D D D D D D D D D D D D D D
015 212 23.4 25.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 68.E 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 8D.4 59 1 98.2
25 23.1 25.5 28.0 30.6 33.3 39.0 45.3 52.0 59.1 66.8 74.9 83.4 92.4 AD1.9
30 23.9 25.4 29.0 31.6 34.5 40A 46.9 53.8 61.3 69.2 77.5 86.4 95.7 105.5
35 24.5 27.1 29.7 32.5 35.3 41.5 48.1 552 62.8 70.9 79.5 88.6 99.2 108 3
40 252 27.7 3D.5 33.3 36.2 42.5 49.3 56.6 64A 72.7 81.5 90.9 100.7 111.0
45 25.7 1 -28.3 31.1 34.0 37.0 43.4 1 -50.3 57.8 65.7 742 1 -832 92.7 102.7 113.3
5D 26.2 28.9 31.7 34.6 37.7 113 51.3 58.9 67.1 75.7 84.9 94.5 104.8 115.5
55 26.6 29.3 322 352 38.3 45.0 52.2 59.9 68.1 76.8 86.2 B6.7 105.4 117.4
1 .
100 37.0 1 -40.0 44.7 48.9 532 62.5 1 72.5 1 -83.2 1 94.6 105.8 119.5 133.4 747.9 163.0
Tables 3, 4, and 5 are based an ASCE 7-10 and consistent with On 2D151BC, 20151RC and the 2017 Florida Building Code
RONALD I. OGAWA ASSOCIATES, INC.
16835 ALGONQUIN STREET 043
HUNTINGTON BEACH, CA 92649
714-292-2602
7WB47-4595 FAX
PROJECT RIO.2686-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@)ameshardie.com
Table 6, Allowable Wind Speed (mph) for HardlePanel Siding (Analyllcal McMoi
Product
Product
Thickness
nches)
Width
inches)
Fastener
Type
Fastener
Spacing
Frame
Type
Stud
Spacing
arches)
Building
Hsiphtse
feet)
B C D B C D
aowable
Design
load
WSF) Fxp B Fxp C Fxp D iL w a GC.
HerdiePanel® 5116 48
6d
common
6
2X4
wood
Hera -Fir
16
0.15 106 168 153 144 130 11e 49.7 0.7 0.85 1.03 11180 1 095 IA ale
2D 106 164 149 144 127 116 49.7 0.7 as 1.05 1 0.95 1.4 0.16
25 186 160 147 144 124 114 A9.7 0.7 M94 1.12 1 095 1.4 015
30 186 157 144 144 121 112 49.7 0.7 0.98 1.18 1 0.85 1.4 0.10
35 182 154 142 141 120 110 49.7 073 1.01 1.19 1 0.85 1.4 0.18
40 178 152 141 135 lie 109 497 078 1.D4 7.22 1 0.85 1.4 0.10
45 175 150 139 136 117 108 497 0.795 1.055 1245 1 0.55 1.4 0.18
50 172 149 138 134 115 107 49.7 0.81 1.09 1.27 1 M65 14 0.18
55 170 147 137 132 114 7D6 497 0.83 1.11 1.20 1 0.95 14 O19
60 168 145 136 130 113 105 497 0.65 1.13 t.31 7 a R5 1.4 0.18
100 139 124 116 108 96 90 49.7 0.99 125 1.43 h1fV 1 0 a5 1.$ 0.18
HerdiePanel® 5/18 48
common
4
2X4
wood
Hem -Fir
16
0.15 233 212 192 161 164 149 76.7 0.7 0.85 1.03 h1S0 1 0 a5 1.4 0.te
20 233 206 188 181 159 146 78.7 0.7 0.9 1.08 1 0.85 1.4 0.18
25 233 201 185 181 156 143 787 0.7 M94 1,12 1 0.85 1.4 018
30 233 197 161 lei 153 140 78.7 0.7 0.95 1.15 1 0.65 1.4 018
35 229 194 179 1T7 151 139 78.7 0.73 1.01 1.19 1 085 14 0.18
40 224 192 ITT 174 148 137 Te.7 0.78 1.04 1.22 1 0.85 1.4 0.15
45 22D 189 175 171 147 136 78.7 0785 1.085 1245 7 0.85 1.4 0.10
5D 217 187 173 168 145 134 78.7 0.61 1.09 1.27 1 0.85 1.4 0.18
55 214 185 172 166 144 133 78 7 0.53 1.11 1.29 1 0.115 1.4 D.18
6D 212 184 171 164 142 132 78.7 0.85 1.13 1.31 1 0.55 14 0.1e
100 175 155 146 135 120 113 78.7 099 126 1.43 h>80 1 0.85 1.8 018
HardiePerlel® 5/16 48
Sd
6
2X4
wood
Herri-Fir
24
0.15 147 134 121 114 103 94 31.3 0.7 0.85 1.03 hs80 1 0.65 14 0.18
20 147 130 119 114 101 92 31.3 0.7 0.9 1.08 1 095 1.4 0.18
25 147 127 116 114 96 9O 31.3 0.7 0.94 1.12 1 0.55 1.4 0.15
30 147 124 114 114 95 69 31.3 0.7 0.95 1.16 1 0.85 1.4 0.1a
35 144 123 113 112 95 87 31.3 0.73 1.01 1.19 1 0.95 1.4 0.18
40 141 121 112 109 94 86 31.3 a76 1.04 722 1 0.55 1.4 0.16
45 139 lie 110 108 92 86 31.3 0.785 1.055 12451 65B5 1.4 Ole
50 13T lie 106 91 31.3 0.51 1.09 127 1 0.85 1.4 0.78
55 135 117 105 91 31.3 0.83 1.11 129 1 095 1.4 018
60 134 116 103 90 31.3 0.55 1.13 7.31 1 0.95 1.4 D.18
1D0 111 86 31.3 D.99 125 1.43 hs80 1 0.85 1.e D.18
HardePanel® 5116 48
common
4
2X4
wood
Hem -Fir
24
0.15 182 155 150 141 128 116 47.7 07 D.95 1.03 hs80 1 0,95 14 0.18
20 182 160 146 141 124 113 47.7 0.7 0.9 1.09 1 0.95 1.4 0.1e
25 182 15T 144 141 121 111 47.7 0.7 0.94 1.12 1 095 1.4 0AS
30 182 154 141 141 Ile 109 47.7 0.7 0.95 1.19 1 0.85 1.4 ale
35 178 151 139 138 117 ice 47.7 0.73 1.01 1.19 1 0.85 1.4 01e
40 174 149 138 135 116 107 47.7 0.75 D4 1.22 1 055 1.4 0.18
45 172 147 136 133 114 105 47.7 0.7a5 1.055 1245 1 0.85 1.4 0.18
50 169 146 135 131 113 105 47.7 0.el 1.09 1.27 1 045 1.4 0.18
55 167 144 134 129 112 104 47.7 0.03 1.11 129 1 0.55 1.4 0.ta
6D 165 143 133 128 111 103 47.7 0.85 1.13 1.31 1 055 14 0.18
1D0 137 121 114 106 94 88 47.7 0.99 43 ha80 1 0.85 1.8 0.1e
HardrePansl® 5/16 48
4d, 0.091
in. shank X
0.225 m.
HD X 1.5
in. loop rp1g
shank na0
4 edge
B Oeld
ZX4
wood
SGs0.36
16
015 1M 131 119 112 101 92 30.0 07 D3 Irs80 0.e5 4 0.7e
20 1" 127 116 112 98 90 30.0 0.7 08 1 0.85 1.4 019
25 144 124 114 112 96 88 3D.0 0.7 12 1 0.55 1.4 0.18
30 144 122 112 112 94 87 3D.0 07 ago.16 1 0.85 1.4 0.16
35 141 120 111 109 93 86 30.0 0.73 19 1 0.95 1.4 0.18
40 138 lie 107 92 30.0 0.76 ji.DII
22 1 0.95 14 010
45 136 117 105 91 30.0 0765 245 1 0.95 1.4 018
5D 134 116 104 89 3D.0 0.81 27 1 0.85 7.4 0.7e
55 732 114 103 89 3D.0 0.83 29 1 0.85 7.40. O60131113101Be30.0 0.95 1.31 1 0.85 1! 0.15
100 30.0 0.99 7.43 ha60 1 D.85 1.9 0.78
RONALD I. OGAWA ASSOCIATES. INC.
16835 ALGONOUIN STREET 0443
HUNTINGTON BEACH, CA 92649
714-292-2602
714-847-4595 FAX
PROJECT: RIO-2656-17
JAMES HARDIE BUILDING PRODUCTS, INC.
1-888-542-7343
info@jameshardie.com
2015 IBC, 2017 FOG 20151BC, 2017 FBC
Allowable, Urdmafe Allumble, Nominal
Design Ward, Speed, Design Wind. Speed,
V.4.s s.s
3-second gust mph) 3-seco. gust mph)
Applicable to methods
sp 17 In 120151BC,
20017 FBC) ShxUorh
1609.1.7. u it3(l), (?).
eor
by
Figure
18o0.3H). 3)•
APP
a to methods specified
to Exceptions 1 through
9h3 of 12015IBC, FBC)
Section t809.
1.1. Coefficients
used In Table 6 calculations for V,,I, wind
esure category Wind etwsure egovy Siding K Product Product
Thickness
inches)
M
t
inches) Fastener
Type
Fastener
Spa-
V
Frame Type
Stud
Spacing
fins)
Building
Height"
feet)
B
C
D B C D M01`°d°
Dolph LOW
PSF)
Exp
B UP C Exp D Kr K. GC. GCr 0.15
198 180 163 153 139 126 56 5 07 OA5 1.03 h580 1 0,95 1.4 0.15 20 196
175 159 153 135 123 555 0.7 00 1.05 1 o,os 1.4 0.18 HardiePanel® 1/
4 48 . Min No
8 X 1 in.
long X 0.323
in head diameter
ribbed
bugle
head
screw, 6
Min.
No.
2093. 33
m
X 3.625
n. X 1.
375 in metal
Stud 16
25
leg
171 157 153 132 121 58.5 0.7 094 1.12 1 0.B5 1.4 Omit 3D Ise
167 154 153 130 lie 50.0 0.7 0.95 1.15 1 0.85 1.4 Ole 35 194
165 152 150 128 lie 56.5 0.73 1.01 1 t9 1 0.95 1.4 0.78 4D 19D
162 150 147 126 116 56.8 0.76 1.04 1.22 1 0.85 1.4 O.le 45 187
161 148 145 124 115 56.6 0.785 1.055 1245 1 0.95 1.4 0.15 50 184
159 147 143 123 114 56.6 081 109 1.27 1 O.es 1.4 0.18 55 182
157 146 141 122 113 56.6 O.B3 1.11 1.29 t 0.85 1.4 0.10 60 180
156 145 139 121 112 56.6 0.85 113 1.31 1 Fes 1.4 0.18 1DO 149
132 124 115 102 95 58.0 0.99 125 1.43 li 8W 1 0.95 1.8 DAB 415 146
132 120 113 102 93 308 0.7 0.95 1,03 11560 1 0.85 1.4 0,18 HardiePanel® 1/
4 4e Min No
8 X 1 in
long X 0.323
in deter ribbed
bugle
head
screw, 6
Min.
No.
2098. 33
m0)
X 3,625
to X 1,
375 in meld
stud 24
20
146
128 117 113 99 91 30.5 0.7 Go 1.09 1 0.85 1.4 0.18 25 146
126 115 113 97 Be 30.6 07 0.94 1.12 1 0,95 1.4 Me 30 146
123 113 113 95 81 730.8 0.7 0.9E 7'15 1 gas 1.4 0.1e 35 143
121 112 110 94 86 30 6 0.73 1 of 1.19 1 o e5 1.4 0.1e 40 140
119 110 108 93 a5 30.6 0.76 1.04 1.22 t 0.a5 1.4 FIB 45 137
115 1D6 91 30.5 0.705 1,055 1245 t 0.95 1.4 0.18 50 135
117 105 90 3D 8 0.51 1.09 127 t 6 V 1.4 0.18 55 134
116 104 90 30.8 0.83 1.11 1.29 1 085 1.4 0.18 60 132
115 102 89 3D.6 0.85 1.13 1.31 t 095 1.4 0.1a 100 30.
5 0.99 1.26 1.43 1.1a80 1 0.65 1.8 0.15 HardiePerrol® 5/
16 48 ET&F
0.10D
in. knurled shank
X
1.5
in. long X 0.
25 in head diameter
Pin
laslenet
4
edge
8 field
Min. No.
20 go.
33 m0)
X 3.625
in X 1.
375 in metal
stud 16
0-
15
IBM 180 163 153 139 127 56.7 0.7 0.85 1.03 h00 1 0.85 1.4 0.18 20 195
175 160 153 135 124 56.7 0.7 0.9 108 1 0.85 1.4 0.18 25 195
171 157 153 132 121 56.7 0.7 0.94 1.12 t 0.85 1.4 0.15 30 198
167 154 153 130 119 55.7 Ohl M95 1.10 1 0.85 1.4 0.18 35 194
165 152 150 125 11B 56.7 • 0.73 1.01 1.19 t 0.a5 1.4 0.15 40 190
163 150 147 126 116 56.7 0.75 1.04 1.22• 1 0.85 1.4 018 45 187
161 149 145 124 115 56.7 0 785 1.065 1245 1 0.55 1.4 OAF 50 184
159 147 143 123 114 56.7 0.51 1.09 1.27 1 085 1.4 0.18 55 182
157 146 141 122 113 55 7 0.83 1.11 1.29 1 085 1.4 G.1a 60 180
156 145 139 121 112 5&7 0.95 1.13 1.31 1 0.95 1.4 0.15 100 149
132 124 115 102 96 56.7 0.99 125 1.43 hsBD 1 0.55 1.5 0.15 ET&F
0.100In.
knurled Min.
No. 0.15
153 139 126 11e 107 9B 33.7 0.7 DAS 1.03 hs60 1 0.85 1.4 0.1e 20 153
135 123 118 104 95 33.7 0.7 0.9 1.05 1 OAS 1.4 0.10 25 153
132 121 118 102 94 33.7 0.7 0.94 1.12 1 0efi IA 0.16 HardlePenela) 5/
16 48 shank X
1.5
in. king in X
headheed
diameter4
edge
8 field
20 go.
33 me)
X 3.625
in. X 1.
375 Inmetal 24
30
153
129 118 118 100 82 337 0.7 D.88 1.18 t 0.I 1.4 0.78 35 150
127 117 116 99 91 33.7 0.T3 1.Dt 1.19 1 0.E5 14 016 40 147
125 116 114 97 9D 33.7 076 t.D4 122 1 0.65 1.4 0.1e 45 144
124 115 112 96 89 33.7 0.705 1.085 1245 1 0.85 1.4 0.15 rho 142
122 113 110 95 Be 33.7 Doi 1.09 127 1 0.95 14 0.10 55 140
121 113 109 94 87 33.7 0.83 1 111 1 129 1 0.55 1.4 0.1a Dn faslenw2stud
6o
139
120 112 107 93. 87 33.7 0.85 t.t3 1.31 1 0.85 1.4, 0.18 10D 115
89 33.7 o.99 I t2610 1 10.551 1.6 0.16 uhu yo,
F , ury ei re,ui uuee iuu uueraus. 2. Knurled
shank pins shall penetrate Una metal framing at least 1/4 Inch. 3. Building
height - mean roof height (n feet) of a budding• except gnat cave height shall be used for roof angle 9 less than or equal to 10' (2-12 roof 4. Vw
a ultimate design wind speed 5. V..
h: nominal design wind speed S. Lnear
Interpolation of building height (s 50 it) and wind speed is permitted. 7. Wind
speed design assumptions per Analytical Method In ASCE 7-10 Chapter 30 C&C Pert 1 and Pen 3: Kam1, KeD.85, GC,-1.4 (hsW), GCs=1 LIMITATIONS OF
USE: 1) Fastener
pullout must be evaluated when Installed a species of wood studs other then OW which was tested. 2) In
High Velocity Hurricane Zones (HVHZ) Install per Mieml-Dade County Florida, NOA 17-0406.06 fe YYCT
77
U R
tiCP . r r',4it1
f,
Florida Building Code Online Page 1 of 2
BaS Home Log In User Registration MotTopk3 Submit Surcharge Stats Facts Publications F5C Staff BW Site Map Units Search
lb
d .ivQ U., Product Approval
W USER: Public Userwr
Product Approval Menu ;, Product or Application Search Application List > Application Detail
FL # FL12194-116
Application Type Revision
Code Version Z07
Application Status Approved
Comments
Archived E3
Product Manufacturer Aluminum Coils, Inc.
Address/Phone/Email 5001 West Knox Street
Tampa, FL 33634
813) 249-9743
grahman@aluminumcoilsinc.com
Authorized Signature Gareth Rahman
grahman@aluminumcoilsinc.com
Technical Representative Paul Frost
Address/Phone/Email 5001 West Knox Street
Tampa, FL 33634
813) 249-9742
PFrost@aluminumcoilsinc.com
Quality Assurance Representative
Address/Phone/Email
Category Panel Walls
Subcategory Soffits
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
G 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
G Validation Checklist - Hardcopy Received
Certificate of Independence FL12194 R6 COI ALC15001.3 2017 FBC Evaluation Report 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
https://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
1
Method 1 Option D
09/06/2017
09/06/2017
09/13/2017
12/12/2017
12/15/2017
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
Approved for use outside HVHZ: Yes
FL12194 R6 II ALC15001.3 2017 FBC Evaluation Report
94 T4 Soffits final.Ddf
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
94 T4 Soffits final.odf
Created by Independent Third Party: Yes
Back Next
Contact Us :: 2601 Blav Stone Read_ Tallahassee FL 32399 Phone: 850.487.1824
The State of Florida is an AA/EEO employer. Cemdoht 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement ;: Refund Statement
Under Flonds 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 fend
electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.457.1395. -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 offidal 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 =.
Product Approval Accepts:
0
Credr .Card.
Safe
https://www.floridabuildincr.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 6'" 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
En& 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 (TST5878) 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 61G20-3.
ALC15001.3 FL12194-R6 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.
CREEK
TECHNICAL SERVICES, LLC
PRODUCT DESCRIPTIONS
ALUMINUM COILS, INC
Soffits
3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for
dimension drawings.
3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for
dimension drawings.
Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for
dimension drawings.
16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit F,anels 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 in2/lin.ft and for the 'center vent' configuration. See Appendix D for
dimension drawings.
izz
zzzzzzz
16' FULL VENT
12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Panels 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.
x0' ENs Fs-', _ _.2017.09.01
No 7402110:06:18
STATE OF 41J _O "100f
O P,: : Zachary R. Priest, P.E. O4 0 R 1 C ` Florida Registration No. 74021s
Organization No. ANE9641
rrrrrr'r+++
CERTIFICATION OF INDEPENDENCE
CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing
products under this evaluation. ,
CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under
this evaluation.
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products
under this evaluation.
Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the
product.
APPENDICES
1) APPENDIX A — Approved Systems (8 pages).
2) APPENDIX B — Installation Drawings (12 pages)
3) APPENDIX C — Design Wind Loads(4 pages)
4) APPENDIX D — Dimension Drawings (4 pages)
ALC15001.3 FL12194-R6 Page 3 of 3
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK
Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.
This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not
specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
APPROVED SYSTEMS
ALUMINUM COILS, INC
Soffits
Appendix A
The following notes shall be observed when using the assembly tables below.
1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1404.5.1.
2. Refer to LIMITATIONS and sections of this evaluation when using the lable(s) below.
3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly slated 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
1
Location
1
Location
1
Location
1
c. 16' Q4 Soffit —16-inch o.c.
Fastener Fastener
Location Location
1 l
ALC15001.3 FL12194-R6 Page 1 of 8
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall noliy 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 Fastener Fastener
ALUMINUM COILS, INC
Soffits
Approved System Numbers and Definitions '
12F-# Approved Systems for 12-inch Overhang wilh F-Channel
12J4 Approved Systems for 12-inch Overhang with J-Channel
16F-# Approved Systems for 16-inch Overhang with F-Channel
16J-# Approved Systems for 16-inch Overhang with J-Channel
24F-# Approved Systems for 24-inch Overhang with F-Channel
24J4 Approved Systems for 24-inch Overhang with J-Channel
Apoendix A
Approved Systems for 12-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
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 3/44nch x 1/4-inch One (1) min. 1 3/4-inch long x0.072-inch dia. x min. 1/4-inch 48
12F 2
16-inch
Wood crown staples in diamond pallern Wood crown staple spaced B-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 hnel
0.072-inch dia. x min. 1/4-inch 48
16-inch spaced 8-inch o.c.
panelandsecuringeachpalap phead
dia. trip nail spaced 48- 64.2 inch
o.c. ALC15001.
3 FL12194-RB . Page 2 of B This
evaluatibn 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, inslallation, 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
J
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
Wall Connection Eave Connection
System Panel MDP
No. Width pst)
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
1617-1
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- 353.3
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- 353.3
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 0.072 inch dia. x 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 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.
ECREEKTECHNICALSERVICES, 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
Attachment
Substrate Panel Attachment Fascia Cap
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- 43.3
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 pattern Wood 1o. ch leg staple spaced
panelo.c. and securing each panel finishing nail with min. 3/16- 43.3
spaced 16-inch o.c.
lap
inch head spaced
16-inch o.c.
Approved Systems for 16-inch overhang with J-Channel
Wall Connection Eave Connection
System Panel , MDP
No. Width psi
Substrate
J-Channel
Attachment
Substrate Panel Attachment Fascia Cap
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 0.072-inch dia. x 23.6
16J 1
16-inch
Wood crown staples In diamond pattern Wood
crown staple spaced B-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.
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 ringinch
One (1) min. 1.75-inch
i o.c.
3{16-inch head spaced
spaced 16-inch o.c.
shank nail
x 0.072-inch diameter 12-inch o.c.
24-inch o.c. finishing nail with 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
80124F-2
12-inch
Wood smooth shank rafter with one Wood
leg staple spaced 8- finishing nail with min. 76.6
roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch
inch o 3/16-inch head spaced
16-inch o.c. inch ring shank x 0.072-inch diameter
c.
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
80124F-3
12-inch Masonry inch long T nail rafter with one Wood
leg staple spaced 8- finishing nail with min. 76.6spaced8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch
inch o.c.
3/16-inch head spaced
inch ring shank x 0.0724nch 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 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.
11011111111111
ECREEKTECHNICALSERVICES, 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 psl)
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 Q.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 O.o72-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 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
ALUMINUM COILS, INC
Soffits
Apoendix A
Approved Systems for 24-inch overhang with F-Channel'
Wall Connection. Center Connection Eave Connection
System Panel MDP
No. Width psi)
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
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 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 24-inch overhang with J-Channel
Wall Connection Center Connection Eave Connection
System Panel MDP
No. Width psi)
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 14nch
Nominal tx2 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. railer 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
balten or Iwo (2) Wood
leg staple spaced finishing nail with min. 160
inch x 7d ring pattern spaced 16-
min. 2.25-inch x 7d One (1) min. 1.75-
8-inch o.c.
3/16-inch head spaced
shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c.
24-inch o.c. nailed on either side diameter finishing
of the batten at nail with min. 3/16-
each balleNrafler 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. Y.-
anchored to ga.1/4-inch crown
through the rafter spaced 16-inch o.c. inch crown x 1-inch One (1) min. 1.75-inch
Max. railer 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)
min. 2.25-inch x 7d
lap Wood 8-inch o.c. and finishing nail with min.
3/16-inch head spaced
363.3
inch x 7d ring pattern spaced 16- ring shank nails toe- One (1) min. 1.75- securing each panel 16-inch o.c.
shank nail inch o.c.
nailed on either side inch x 0.072-inch lap
24-inch o.c.
of the batten at diameter finishing
each balleNrafter nail with min. 3/16-
interseclion. Max. Inch head spaced
rafter spacing is 44nch o.c.
24-inch o.c.
ALC15001.3 FL12194-R6 Page 8 of 8
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC 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.
NCREEKTECHNICALSERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
INSTALLATION
Note - Refer to the APPROVED SysrEMs section of this report for additional installation details of a selected system and maximum design pressures limitations
System No. Installation Detail
141n. j/61 hand din, nail with min. 114"
engagemant(for'wood 'aubstrpta) or
min, 0.097' dla. T-natl or awk, nail
with mYn. 5/6' engagepient(for concrete
Qr block Substrate),, spaced as'noted
above.
FASCIA SLIP BOARD
FASCIA TRIM
SOFFIT (OVERHANG WIDTH VARIES)
12F-1 &
12F-3 F" CHANNEL
Hood, Concrete
or Block Hall
Val- STAPLE -SOFFIT TO
FASCIA BOARD #T50
3/8" X 3/8" STAPLE
16" O.C.
FASCIA LIP 1 /4"
PAINTED S.S.
1 3/4" TRIM NAIL
MIN. 5 NAILS PER' 12' PIECE
SOFFIT & FASCIA DETAIL
ALC15001.3 FL12194-RB Page 1 of 12
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes 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
I %
310' rMOM % SOFFIT STAPLE
OPEN RAFTER SINUS
DIAMOND PATTERN
3/4' x 1/4' jL DETAICROWNSTAPLESUSINGADIAMOND Js. WTVE rrj
srerris
PATTERN FACIA BOARD
FASCIA CAP
12 F-2
3/4' X 1/4' CROWN 1-3/4' TRIM NAIL
FACIA BOARD
a' STAPLE ON CENTER PAINTED S.S. 1-3/4' TRIM NAIL
F' CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAPINSTALLEDWITHTHEO.C.
NAILING FLANGE UP OR3/4' X 1/4'
DOWN CROWN STAPLE
SOFFIT —max.. 12'- i neh span
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 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
OPEN RAFTER
31 s SOFFIT STAPLE
GIST i ; DIAMOND
I I1 DETAIL
PATTERN
FACIA BOARD' ; o• r<rvccni
T s i
3/4• X 1/4- CROWN STAPLE •24•
ON CENTER USING A DIAMOND PATTERN
FASCIA CAP'
12J-1
3/4• X 1/4• CROWN
STAPLE •B• ON CENTER 1-3/4• TRIM NAIL FACIA BOARD
CHANNEL 1-3/4• TRIM NAIL PAINTED S.S.
screwed to doffit
PAINTED S.S. 48• With onetll Ya x FASCIA CAP
1/21 x 3/81 head D.C.
diameter ocrew, 3/4• X 1/4•
16. C. CROWN STAPLE
SOFFIT —max. 12-inch span D7 SOFFIT
WOOD OR BLOCK SOFFIT & FASCIA
SUBSTRATE
DETAIL
ALC15001.3 FL12194-RB 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 allribules that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 I' TRIM NAIL FASCIA BOARD
PAINTED S.S.
FASCIA CAP
SOFFIT
rxi- CROWN STAPLE
OPEN RAFTER
FASCIA BOARD
N 41:JB' I•NtO
16F-1 SOFFIT & FASCIA
16F-5 DETAIL
FASCIA CAP: REFER
TO SOFFIT L FASCIA
DETAIL
F' CHANNEL
SOFFIT] MAX. IL'
SPAN
MASONRY
SUB57RATE'
ALC15001.3 FL12194-116 Page 4 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 .
Min; 3/8• head dia, nail with min. lir
engagemant(fok wood.subst,taLe) OF
min- 0.697• did. T-nail or stub nail
with min. 5/Q! ongagpmcrIL(for cpncrcto
or'Block substrate), apaced cis•nbted
above.
FASCIA SLIP BOARD
FASCIA TRIM
VSOFFIT OVERHANG WIDTH VARIES)
F"
16F-3
CHANNEL
Wood„ Concretq
or Block Wall
STAPLE SOFFIT TO
ASCIA BOARD #T5D
8" X 3/8" STAPLE
16" O.C. 2AINTEDFASCIALIP1./4"
S.S.
1 .3/4" TRIM NAIL
MIN. 5 NAILS PER 12' PIECE
SOFFIT & FASCIA DETAIL
ALC15001.3 FL12194-R6 Page 5 of 12
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
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
Tvnx `, SOFFIT STAPLE
OPEN RAFTER
3/a• x t/a• I I ' DIAMOND PATTERN
DETAIL-= CROWN sfAPLES 1 ( j VEMIUSINGADIAMOND—iiiilll I —sre
SsrAvus
PATTERN FACIA BOARD
FASCIA CAP
16F-4
13/4" X 1/40 CROWN FACIA BOARD
B"
1-3/4" TRIM NAIL
STAPLE ON CENTER
1-3/4" TRIM NAIL PAINTED S.S. rNA NEL CAN BE PAINTED 5.5. 48" CAPWITHTHE; O CtFASCIA
LANGEUP OR 3/4" X 1/4"
CROWN STAPLE
SOFFTT— max . 16-inch span
WOOD SOFFIT
SUBSTRATE SOFFIT & FASCIA
DETAIL
ALC15001.3 FL12194-RB Page 6 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
1 1' TRR1 NAIL FASCIA BOARD
PAINTED S.S.
FASCIA CAP
SOFFIT
rrj- CROWN STAPLE
OPEN RAFTER
FASCIA BOARD
1`' CROWN—\
STAPLES SOFFIT 8 FASCIA
USING A DIAMOND
16F-2 8
PATTERN; REFER 10
DETAIL
SOFFIT STAPLE
16F-6 DIAMOND PATTERN /
DETAIL
FASCIA CAP; REFER / \
70 SOFFIT L FASCIA
DETAIL
F' CMANNEI
SOFFIT; MAX. 16' _
SPAN
SUBSTRATE
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001.3 FL12194-R6 Page 7 of 12
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall nolity 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
3/4- X 1/4' CROWN STAPLE '24'
ON CENTER USING A DIAMOND PATTERN
WOOD OR BLOCK
SUBSTRATE
ALUMINUM COILS, INC
Soffits
Appendix B
OPEN RAFTER
a" SOFFIT STAPLE
GIST ` ; DIAMOND PATTERN
I DETAIL
FACIA BOARD _r •
srlvm%
sr.n,cs
i
i
FASCIA CAP
3/4" X 1/4' CROWN FACIA BOARD
STAPLE "8' ON CENTER 1-3/4' TRIM NAIL
1-3/4" TRIM NAIL PAINTED S.S.
PAINTED S.S. 48' FASCIA CAP
O.C.
3/4' X 1/4"
CROWN STAPLE
SOFFR-max. 16-inch span
SOFFIT & FASCIA
D ETAI L
ALC15001.3 FL12194-R6 Page 8 of 12
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 B
System No. Installation Detail
I t' 1RIM NAB FASCIA BOARD
PANTED S.S.
Pvl- CROWN FASCIA CAP
STAPLES SOFFIT
USWG A DIAMOND
PATTERN; REFER 10 1'h1' CROWN STAPLE
SOFFIT STAPLE
DIAMOND PATTERN
DETAIL
1 I- TRIM NAIL FASCIA BOARD
PAINTED S.S.
SOFFIT 8 FASCIA
DETAIL
24F-1 &
24F4 r4- CROWN STAPLE
FASCIA [AP, REFER
1- SOFFIT A FASCIA / \
DETAILI •
Nomfnol1ith
SYP I I 3/B1BattenAnchoredtoSOFFIT; MAX. 24' I
1 IF-[NANNfI Rallera vilh one 10
Ring Sham Na0 at
ever Roller /
WOOD SUBSTRATE
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001.3 FL12194-116 Page 9 of 12
This evaluallOn 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, inslallPtion, recommended use, or other
product attributes that are not specifically addressed herein.
r
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
I i' TRW NAIL FASCIA BOARD
PANTED S.S.
1-1' SMOOTH SHANK FASCIA CAP
ROOF NABS SOffIT
I'at' CROWN STAPLE
1 t' IRUI NALL FASCIA BOARD
PANTED S.S.
SOFFIT & FASCIA
24F-2 & DETAIL
24F-5'
I'r!' CROWN STAPLE
fA5(IA [AP: REFER
TO SOFFIT i FASCIA
OEfALL
Nominal rar SYp
Dalian Anchored to SOFFIT; MAN. ri'
F-EHAIINEL Rollers Wilt ona Id
Ring Shank Nag al
every RollerWOODSUBSTRATE
ALC15001.3 FL12194-R6 Page 10 of 12
This evaluatibn 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
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
I TRIM NAIL FASCIA BOARD
PANTED S.S.
ILGA i- T-IIAILS FASCIA CAP .
SOFFIT
I'al' CROWN STAPLE
1 I- TRIM NAIL FASCIA BOARD
PAINTED S.S.
SOFFIT & FASCIA
DETAIL
24F-3 &
20-6
1'.I' CROWN STAPLE
FASCIA CAP, REFER
TO SOFFIT L FASCIA
DETAIL
Ilaalnal I'a2' SYP
Ballon Anthored to SOFFIT; MAX. 24'
F-CHARNEL Rallera with one 1d
Ring Shank Hall at
every Roller
MASONRY
ALC15001.3 FL12194-R6 11 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
ALUMINUM COILS, INC
Soffits
Appendix B
System No. Installation Detail
1 TRW NAIL FASEIA BOARD
PAINTED S S.
CROWN FASCIA CAP
STAPLES
USL46 A DIAMOND
SOFFI1 _
PATTERN; REFER TO CANTILEVERED I'e' CROWN STAPLE
SOFFIT STAPLE
DIAMOND PATTERN
RAFTER
DEIALL .
FASCIA BOARD
SOFFIT 8 FASCIA
I t' TRIM NAIL
PAItI1ED S.S. DETAIL
24J-1 8r CROWN STAPLE.
FASCIA CAP; REFER
TO SOFFIT I FASCIA
OETALL /
NorNnal t' a 2' SYP bellero
6+ \'
araobod between'rotlero and SOFFIT, 41Ax: 2A'
J-CHA IMEL. eecurad wllh one (1) 7d dng
shank too a"Itt-naued -
through Ins toner Into the and
WOOD SUBSTRATE of the nation of lwo(2) TO ` I
Ong apana nalb toe•naled on \ /
either alga or the ballern of Ule --
bonerVrotier Intereacdon \ /
SOFFIT STAPLE
DIAMOND PATTERN
ALC15001.3 FL12194-R6 Page 12 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
DESIGN WIND LOADS
ALUMINUM COILS, INC
Soffits
Apoendix 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, It. 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 604
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. Vu„ 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 34
ALC15001.3 FL12194-R6 Page 1 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
f'•;!Desi n;INin_d P e_ ssu es(fo 5offils;in'Ezposu eB - ' `r-"`">
13u11ding
rType''
Zo •e f2 oof
asi ' ed B c [IVirTe iii` h • 10
1.30• 140 1'S0 160' 170 180 • 190 '• 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 A6.8 40 18.
3 21.5 24.9' 28.6 32.5 36.7 A1.2 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 A1.7 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 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 1 34.7 60 13.
1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 1 36.4 ALC15001.3
FL12194-R6 2of4 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 C
N& P
00
in BMW
J20
14
13 AM, M 0 1 0
e.
1
Yr
Enclosed
4
20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2
25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 567 62.8
30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 65.5
40 25.0 29.4 34.1 39.1 44.5 50.2 56.3
59.1
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
Enclosed
4
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 31; 0 39.2 43.7 48.4
Positive
Loads)
5
1
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 39.2 743.7 48.4
ALC 15001.3 FL12194-R6 Page 3 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, Installiltion, recommended use, or other
product attributes that are not specifically addressed herein.
CREEK
TECHNICAL SERVICES, LLC
ALUMINUM COILS, INC
Soffits
Appendix C
sg'mssue{Qk0 1 Buildihg
F
6 4womaw%W 0On',.re-
as-
c!WSih 66dlffiDh IV IIN
6S" G110A Enclosed
4
20
26.0 30.5 5.4 AO.6 A6.2 52.2 58.5 65.2 72.2 25
27.0 31.6 36.7 A2.1 A7.9 54.1 60.6 67.6 74.9 30
27.9 32.8 38.0 A3.6 49.6 56.0 62.8 70.0 77.5 40
29.4 34.5 40.0 45.9 52.2 58.9 1 66.1 40366 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 A2.5 49.3 56.6 64.4 72.7 72 ' 7 81.5 90.9 100.7 50
37.7 A4.3 51.4 58.9 67.1 75 - 7 84.9 94.6 104.8 60
38.9 A5.7 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 46.3 25
17.3 20.3 23.5 27.0 30.7 34.7 36.9 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.B 39.3 44.1 49.1 54.4 60
20.2 23.7 27.5 31.6 35.9 40.5 45.4 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 49.1 54.4 60
20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001.
3 FL12194-R6 Page 4 of 4 This
evalualibn report is provided for State of Florida product approval under Rule 6IG20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality
assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installatioh, recommended use, or other product
attributes that are not specifically addressed herein.
0 CREEK
TECHNICAL SERVICES, LLC
318" F-Channel
3/8"
318" J-Channel
3/4" —
1/8" HEM
T 7
3/4'
3/8'
ISOMETRIC VIEW
3/0' PROFILE
ISOMETRIC VIEW
VD' PROFILE
ALUMINUM COILS, INC
Soffits
Appendix D
ALC15001.3 FL12194-R6 Page 1 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 olher
product attributes that are not specifically addressed herein.
Fascia
CREED
TECHNICAL SERVICES, LLC
3/4"
7/B°
1/8" HEM
6"FASCIA
T" BLANK
ISOMETRIC VIEW
ALUMINUM COILS, INC
Soffits
Appendix D
ALC15001.3 FL12194-R6 Page 2 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.
CREEK
TECHNICAL SERVICES, LLC
16" Q4 Soffit
012P TO
18' sih&"
e PROFILE
2.1 Po'Of
DIDDDD
DDDD
DDDDDS
D D D D
DDDDD
DDDD
ALUMINUM COILS, INC
Soffits
Appendix 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
31/6" 7/B" 31/B" 7/8"
5/16"
1/2" 1/2" 1/2" 1/2" 1/2"
3/4" 1/8" 1/8" !3/r
02rTyp
0 t2YlyP
13.75" BLANK
3/8" PROFILE
DDDDD
DDD
DDDDD
DDDD aN
DDDDD
ALUMINUM COILS, INC
Soffits
Appendix D
END OF REPORT
ALC15001.3 FL12194-R6 Page 4 of 4
This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or
quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other
product attributes that are not specifically addressed herein.
Florida Building Code Online Page 1 of 3
SCIS Home I Log In I User Registration Mot Topics I Submit Surcharge I Slats 6 Facts ; Publications FBC Staff E BCIS Site Map Links Search
90daa
9! Product ApprovalrjUSER: Public User
e.e+
Product Approval Menu > ProDuti or AODliouon SUMb > 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
U
IKO Industries, Ltd
40 Hansen Road South
Brampton, NON -US L6W 3H4
708)496-2800 Ext200
rmetz001 @tampabay. rr.com
Robert Metz
rmetz001@tampabay.rr.com
Bob Metz
REMCO of Pinellas
456 Avila Circle NE
Saint Petersburg, FL 33703
727) 776-5261
rmetz001 @tampabay.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
G 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.flori dabuilding. 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 # Model, Number or Name Description
7006.1 Cambridge, Cambridge HD,
Biltmore and Biltmore HD
Laminated architectural fiberglass asphalt shingle
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
Design Pressure. N/A
Other:
FL7006 RIO C CAC Letter - ASTM 03462 letter - (9-26-
2017).odf
FL7006 RIO C CAC Letter - ASTM E108 letter - (9-26-
20171.0
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, IL, Toronto, Ont. and
Brampton, Ontario plants.
Limits of Use
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Certification Agency Certificate
FL7006 RIO C CAC ASTM D 3452 - Shingle letter
Surveillance Audit Location - (6-28-2017).odf
FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26-
20171 from FM.Ddf
FL7006 RIO C CAC Letter - ASTM D3462 letter - (926-
Design Pressure: N/A
Other:
2017).Ddf
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 Ridge Cap Shinale Installation
Instructions.Ddf
FL7006 RIO 11 1KO-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
Starter Strip
One piece fiberglass asphalt shingle used as a starter strip at
the bottom of a roof system manufactured in Brampton and
Hawkesbury, Ontario plants
Limits of Use Certification Agency Certificate
Approved for'use•in-HVHZ: Yes
Approved for use outside HVHZ: Yes
FL7006 RIO C CAC Letter - ASTM 03161 letter - (9-26-
2017) from FM.Ddf
Impact Resistant: N/A FL7006 RIO C CAC Letter - ASTM D3462 letter - (9-26-
20171.Ddf
FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26-
Design Pressure. N/A
Other:
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.pdf
FL7006 R10 11 Roofino- Products- Leading- Edge- Plus-
Application- E N(1). Ddf
Verified By: Duc T Nguyen PE 65034
Created by Independent Third Party: No
Evaluation Reports
Created by Independent Third Party:
https://www. floridabuilding. org/prlpr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K... 2/6/2018
Florida Building Code Online Page)' of 3
7006.4
I
Marathon Plus AR, Superglass Plus
I
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
Approved for use in HVHZ: Yes
Approved for use outside HVHZ: Yes
Impact Resistant: N/A
Design Pressure: N/A
Other:
Certification Agency Certificate
FL7006 R10 C CAC Letter - ASTM D3161 letter - (9-26-
2017) from FM.odf
FL7006 R10 C CAC Letter - ASTM D3462 letter - (9-26-
2017).odf
FL7006 R10 C CAC Letter - ASTM E108 letter - (9-26-
20171.odf
Quality Assurance Contract Expiration Date
22/20/2020
Installation Instructions
FL7006 R10 11 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:
Badt Neat
Contact Us :: 2601 Blair Stone Road, Tallahassee F1 32399 Phone: 850-487.1824
The State of Florida Is an ANEEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement
Under Florida law, amall addresses are public records. 11 you do not want your e-mail address released In response to a public -records request, do not send
electronic mall co 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 455.271(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter e55, F.S. must provide the Department with an email address It
they have one. The email5 provided may be used for ofliclal 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:
Cre t Card
Safe
https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K... 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_8AGXEFS-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: %r J ! C Signed:
Brad Grzybo ski Du T. u en
Managing rector Florida RbVS ered.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
PPo Construc0on Materials Technologies, U.C. 6412 Badger Drive Tampa. FL 33610 Tel- 813-621.5rn Fax: 813.621.5540 e-mail: matenalstesung@prismlcom WebSite: h1IpJMww.pnanLcom
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
11? 11IZ'
I- 1' 1.- 1 I.- 1' -- 1-_Ij — — — -- —
SEALING STRIP -
7
NAILS NAILS
DO NOT NAIL INTO OR ABOVE THE SEALING STRIP
PRI Construction Materials Tedvwlogies, I.I.C. 6412 Badger (hive Tampa, FL 33610 Tel: 813-621-5777 Fax. 813-621.5840 e-mail: materialstestirg@pricmLcom WebSlte: hItpJAvww.pdcmLcom
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 underayment conforming to building code
requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping
each preceding course by 19" or other Approved underlayments in accordance with the qualified application
instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of
underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top
of any underlay along rake edges and directly to the deck along eaves in accordance with building code
requirements.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long
enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8"
below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with,
but not cutting into shingle surface.
NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed
as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. 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 91
NAIL LINE
NAILING - STEEP SLOPES APPLICATION
Use six nails as shown.
r1- 1"
1 r 1
t aOq 11 7 1r
CEMENT
PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE
PRI Coiutiucvon Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel- 813-621.5m Fax• 813.621.5840 e-mail. mate6Wstesting@ptmWom WebSile' htipJA~.0=Lcom
IKO
Installation Instructions for
Asphalt Shingles
Page 4 of 5
IKO Hip and Ridge 12 Application Instructions
ASTM D3161, Class F — IKO Hip and Ridge 12)
NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED
APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION
CONFLICT, THESE INSTRUCTIONS WILL GOVERN.
Cut hip and ridge shingles into thirds, using the perforation marks as a cutting guide. These shingles are
designed for a 5 1/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has
been factory trimmed on a 1" (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5
5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm).
Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge
pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end
opposite to the prevailing wind direction and continue to the other end. Note: To obtain 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.
f ,.
TAPER CVr
PPo CorutWion Materials Technologies, LLC 6412 Badger Drive Tampa, FL 33610 Tel: 813-621.5M Fax: 613621.5840 e•marl• matedalstesting@pricmLoom WebS11e: httpJlwww.prt mLcom
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 (lashings, 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 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75
mm to 100 mm) from the eave edge and 1" (25 mm) in from each end.
4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge
with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang
the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners
located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end.
5. Repeat Steps 3 — 4 for the right lower corner of the roof deck.
NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least
3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20
mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from
the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end.
6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install
the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles
should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to
the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle.
7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first
course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way,
the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and
help keep them from lifting in high winds.
PPo Construction Materials Technologies, I.I.C. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621.5M Fax: 613-621-5540 e-mail, malenalsles6ng@prkmLcom WebSite: htlpJAvww.pricnlcom
Florida Building Code Online Page 1 of 2
rF ,:..3
mSCISHoe I Log In I User Registration Hot Topics Submit Surcharge I Stab d Facts f Publications ( FaC Stag ` aCIS Site Map Unks Search
a
r; b Product Approval
rool I USER: Pubhc User
ettee.rtgqlIvveeee
lla sr o
Product Approval Menu > Product or Aooh[abon Search > Application Ust > Application Detail
FL # FL15216-R3
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer InterWrap, Inc.
Address/Phone/Email 32923 Mission Way
Mission, NON -US 00000
551) 574-2939
mtupas@Interwrap.com
Authorized Signature Eduardo Lozano
elozano@interwrap.com
Technical Representative Eduardo Lozano
Address/Phone/Emall 32923 Mission Way
Mission, NON -US 00000
778) 945-2891
elozano@interwrap.com
Quality Assurance Representative
Address/Phone/Email
Category Roofing
Subcategory Underlayments
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 Robert Nleminen
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 Nleminen.pdf
Standard
ASTM D1970 (tear)
ASTM D226 (physicals)
Year
2015
2009
https://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 Q... 2/6/2018
Florida Building Code Online Page 2 of 2
Product Approval Method
Date Submitted
Date Validated
Date Pending FBC Approval
Date Approved
Summary of Products
r i
Method 1 Option D
10/10/2017
10/11/2017
10/15/2017
12/12/2017
FL # Model, Number or Name Description
15216.1 RhinoRoof Underlayments Synthetic roof underlayments
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL15216 R3 II 2017 10 FINAL ER INTERWRAP RHINOROOF FL15216-
A3.DdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A Verified By: Robert Nieminen PE-59166
Design Pressure: N/A Created by Independent Third Party: Yes
Other: See ER Section 5 for Limits of Use. Evaluation Reports
FL15216 R3 AE 2017 10 FINAL ER INTERWRAP RHINOROOF FL15216-
R3.Dd
Created by Independent Third Party: Yes
Bad Nest
Contact Us : • 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: 850-487.1824
The State of Florida Is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: PnVaN 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
electronic mall to the 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.5. must provide the Department with an email address If
they have one. The smalls 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 cbdt here .
Product Appyroval Accepts:
in
Cred-r. Card
Safe
https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQWtDgv3yVVKJZI Q... 2/6/2018
QOTRINITYIERD
EVALUATION REPORT
Interwrap, Inc.
32923 Mission Way
Mission, BC V2V-6E4 Canada
552) 574-2939
EXTERIOR RESEARCH & DESIGN, I.I.C.
Certificate of Authorization #9503
353 CHRISTIAN STREET, UNIT #l13
OXFORD, CT 06478
PHONE: (203) 262-9245
FAX: (203) 262-9243
Evaluation Report 140510.02.12-113
FL15216-R3
Date of Issuance:02/17/2012
Revision 3:10/10/2027
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`h 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, P.E. on 20/20/2027. This does not serve as an
electronically signed document.
CERTIFICATION OF INDEPENDENCE:
1. Trinity IERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or
distributing products it evaluates.
2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates.
3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for
which the evaluation reports are being issued.
4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the
product.
5. This is a building code evaluation. Neither Trinity IERD 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.
Q0TP',1N1TY1ERD
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 61h 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
1507.1.1, T1507.1.1
1507.1.1
3. REFERENCES:
Enti
ITS(TST1509)
ITS(TST1509)
ITS(TST1509)
PRI(TST5878)
ITS (QUA1673)
4. PRODUCT DESCRIPTION:
Properties Standard Year
Unrolling, Breaking Strength, Pliability ASTM D226 2009
Tear Strength ASTM D2970 2015
Examination Reference Date
Physical Properties 100539395COQ-006 10/27/2011
Physical Properties 200539395COQ-002 10/27/2011
Physical Properties 100539395COQ-006 03/14/2014
ASTM D1970; Tear strength OCF-330-02-02 10/03/2017
Quality Control Service Confirmation 09/30/2017
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).
5. LIMITATIONS:
5.1 This is a building code evaluation. Neither Trinity IERD 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:
TABLE•1: ROOFER OPTIONS
Asphalt
Underlayment Shingles Nail -On Tile Foam -On Tile
Wood Shakes
Metal 8, Shingles
Slate or
Simulated Slate
RhinoRoof U20 M,Yes No No t `YeRN&sumO No*W 5.
6 Exposure Limitations: RhinoRoof
U20 shall not be left exposed for longer than 30-days after installation. Exterior
Research and Design, I.I.C. Evaluation Report 140510.02.12-R3 Certificate
of Authorization A9503 67M EDITION (2017) FBC NON-HVHZ EVALUATION FL35216-113 RhinoRoot
Underlayments Revision 3; 20/10/2017 Page
2 of 3
1 TRINITY JERD
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 1 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.
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, I.I.C. Evaluation Report 140510.02.12-R3
Certificate of Authorization #9503 6EDITION (2017) FBC NON-HVHZ EVALUATION F1.75216-113 RhinoRoof
Underlayments Revision 3:10/10/2027 Page
3 of 3
Rhinoftof' 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 50% plus 1", for complete
definition of low slope and guidelines consult authorities
having jurisdiction. U20 product is not recommended
for slopes less than 2:12. The use of roofing hammer,
pneumatic air or gas driven fastener tools is acceptable.
The use of straight edge cutting knives is recommended.
FASTENERS: For same day coverage with primary roofing
RhinoRoof' U20 can be anchored with corrosive resistant
3/8" head x 1 " leg roofing nails (ring shank preferred,
smooth leg acceptable). The use of every other anchoring
location printed on the product is also acceptable. If U20
will be left exposed for up to 60 days the product must
be anchored with 1 " plastic or metal cap smooth or ring
shank roofing nails and anchored in all locations printed
on the facer. DO NOT USE STAPLES: the use of staples to
penetrate RhinoRoof' U20 will void warranty.
ANCHORING: All anchoring nails must be flush, 90
degrees to the roof deck, and tight with the underlayment
surface and the structural roof deck. Where seams and
joints require sealant or adhesive use a low solvent plastic
roofing cement meeting ASTM D-4586 Type 1, or Federal
Spec SS-153 Type 1 such as Karnak, Henry, DAP, MB,
Geocel or equivalent. Acceptable alternatives are butyl
rubber, urethane, and EDPM based caulk or tape sealant.
EXTENDED EXPOSURE: If RhinoRoof' U20 product will
be exposed longer than 24 hours and up to 60 days then
product must be attached to the structural roof deck
using a minimum 1 " diameter plastic or metal cap roofing
nails (ring shank preferred but smooth leg acceptable).
Miami Dade approved tin tags/metal caps are also
acceptable, and it is recommended for best performance
to use with the rough edge facing up. For extended
exposure it is always recommended to anchor on every
printed position on the facer. RhinoRoof' U20 is not
designed for indefinite outdoor exposure.
For extended exposure conditions where driving rain or
strong winds are expected it is recommended to take
additional precautions such as doubling the lap widths.
Alternately or in addition to a compatible sealant could
be used between the laps or a peel and stick tape could
be applied to the overlaps.
CAUTION - READ GOOD SAFETY PRACTICES BELOW
Good safety practices should be followed on steep slope
roofs, such as use of tie -offs, toe boards, ladders and/or
safety ropes and personal body harnesses. Follow OSHA
guidelines. Slip resistance may vary with surface conditions
from debris that accumulates, weather, footwear and roof
pitch. Failure to use proper safety gear can result in
serious injury. Depending on roof pitch and surface
conditions, blocking may be required to support materials
on the roof and is good safety practice. Remember to
seal the nail holes after removing blocking.
InterWrap® Roofing Products Divisiontt
y
Charleston, SC • Vancouver, BC • Mission, BC • Montreal, OC
e' Web: www.interWrap.com/roofing I E-mail: info®interwrap.com "Eqp
Toll Free: 888 713 7663 1 Tel: 778 945 2888
Florida Building Code Online Page 1 of 2
BCIS Home I Log In I User Regrstrauon Hot TDp.Cs I Submit Surcharge I Stats & FactS ! PublicationS FBC Stag BCIS Site Map UnkS Search
Ronda
U0 product ApprovalrWUSER: Public Use,
a yyrr..
Product Approval Menu > Product Dr ADDlruppn Search > Application Lost > Application Detail
FL ar FL16994-R5
Application Type Revision
Code Version 2017
Application Status Approved
Comments
Archived
Product Manufacturer Southeastern Metals Mfg. Co.
Address/Phone/Email 11801 Industry Drive
Jacksonville, FL 32218
904) 696-4682
jhkelsey@semetals.com
Authorized Signature Jeremy Kelsey
jhkelsey@semetals.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Roofing
Subcategory Roofing Accessories that are an Integral Part of the Roofing System
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
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
C Validation Checklist - Hardcopy Received
Certificate of Independence FL16994 RS COI SEM14001.5a 2017 FBC Eval Report Off -Ridge Vent
fna
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. flori dabuilding. org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgvBwYu9TrZN... 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 7f Model, Number or Name Description
16994.1 Off Ridge Vent 4-ft, 5-ft, and 8-ft off ridge vents for use with asphalt
shingles
Limits of Use Installation Instructions
Approved for use in HVHZ: No FL16994 R5 II SEM14001.5a 2017 FBC Eval Report Off -
Ridoe Vent final.pdfApprovedforuseoutsideHVHZ: Yes
Impact Resistant: N/A Verified By: Zachary R. Priest 74021
Design Pressure: +0/-18 Created by Independent Third Party: Yes
Other: See evaluation report for limits of use. Evaluation Reports
FL16994 R5 AE SEM14001.5a 2017 FBC Eval Report Off-
Ridoe 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 Installation Instructions
Approved for use in HVHZ: No FL16994 R5 11 SEM14001.5b 2017 FBC Eval ReportThe Roof
Vent Fnal.pdf ApprovedforuseoutsideHVHZ: Yes Impact
Resistant: N/A Verified By: Zachary R. Priest 74021 Design
Pressure: +0/-9 Created by Independent Third Party: Yes Other:
See Evaluation Report for limits of use. Evaluation Reports FL16994
R5 AE SEM14001.5b 2017 FBC Eval ReportTile Roof Vent
final.pdf Created by
Independent Third Party: Yes Back NehR
Contact Us ::
2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487.1824 The State
of Florida is an AA/EEO employer. Coovriaht 2007.2013 State of Florida. :: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida
law, email addresses are public records. 1f you do not wont your e-mall address released In response to a publK•records request, do not send electronic mall
to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 050.467.1395. -Pursuant to Section 455.
275(1), Florida Statutes, effective October 1, 2012, licensers licensed under Chapter 455, F.S. must provide the Department with an email address If they have
one. The emailS Provided may be used for official communication with the licensee However email addresses are public record. If you do not wish to supply a
personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455,
F.S., please dick here . Product Approval
Accepts: psis W
i w.sc CredfL Cafd
Safe. https://
www.
flon dabuilding. org/prlpr_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
http://www.semetals.com
Manufacturing Plant: Jacksonville, FL
Quality Assurance: UL LLC (QUA1743)
SCOPE
Category: Roofing
Subcategory: Roofing Accessories that are an Integral Part of the Roofing System
Code Sections: 1503.5, 1709.2
Properties: Roof Ventilation
REFERENCES
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 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
PRODUCT APPLICATION
Soulheastem Metals Manufacturing Co., Inc.
Off Ridge Vent
Deck Type: Minimum 7/16-inch APA span rated OSB sheathing or 15/32-inch APA span rated
plywood sheathing for new and existing roof deck (Deck shall be designed by others in
accordance with FBC requirements)
Roof slope: Minimum 2:12
Installation Height: Maximum 33-ft
Roof Cut -Out: 2.5-inch wide x 42-inch opening for the nominal 4-ft vent
2.5-inch wide x 66-inch opening for the nominal 6-ft vent
2.5-inch wide x 90-inch opening for the nominal 8-ft vent
Attachment Method: Cut-out opening as prescribed above into the sheathing located a minimum 6-inch off
the ridge. For a single vent, install the vent as close to the center of the roof length as
possible. Multiple vents should be evenly spaced along the roof length.
Remove interfering shingle nails around the perimeter of the opening and any debris
prior to placing vent. Apply ASTM D 4586 or ASTM D 3409, Type I roofing
cemenUmastic 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 cemenUmastic. 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 cemenUmastic.
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.
COMPLIANCE STATEMENT
The products evaluated herein by Zachary R. Priest, P.E have demonstrated compliance with the Florida Building
Code, 6"' Edition (2017) as evidenced in the referenced documents submitted by the named manufacturer.
v( 1 R
1111
o%%.
G GENS• .F •
No 74021
cc Z
0:. STATE OF •:4U
i,SS/ N AL G
J"h 11111 0"
CERTIFICATION OF INDEPENDENCE
2017.10.10
10:29:43
041001
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-DADE COUNTY
MIAMI-QADE PRODUCT CONTROL SECTION
11805 SW 26 Street, Room 208
DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474
BOARD AND CODE ADMINISTRATION DWISION T (786)315-2590 F (786) 315-2599
NOTICE OF ACCEPTANCE (NOA) www.miamidade.sov/economy
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.
CIJ Cu U
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 Test Product
Applicant Dimensions Specifications Descrintion
Weather Vent Vent: 4-'/2" x 19" x 46" TAS 100 Galvanized metal roof vent
Deck Flange: 24" x 52"
Thickness: 0.0217 inch.
MANUFACTURING LOCATION
1. Jacksonville, FL
EVIDENCE SUBMITTED
Test Agency Test Identifier Test Name/Revort
PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02-01
ICC-ES AC132 SEM-027-02-01
APPROVED APPLICATIONS:
Deck Type: Wood
Deck Description: 15/
32" or greater plywood or wood plank
System Type A: Mechanical attachment of vent for shingle roofs
Date
08/14/03
01 /07/14
Cutout: Mark a 3'/2" x 46" opening centered between layout lines and aligned minimum 6 inches from
the ridge. Set blade to thickness of sheathing and cut opening. Brush away sawdust and debris.
Installation: Vents should be evenly spaced on the rear slope of the roof.
Center vent in opening and set it in a 1 /8" thick of an approved ASTM D 4586 asphalt roofing
cement. Secure vent to the roof deck with 1-'/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:
DRAWINGS
ROOF FLANGE NAIL PLACEMENT
END OF THIS ACCEPTANCE
NOA No.: 13-0814.08
Expiration Date: 04/15/19
Approval Date: 01/23/14
Page 3 of 3
c)4,
4 l
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
Application No: I I.,- 1 `, I
Documented Construction Value: S
Job Address: )61 Gi<<IA Lkl L+% Wt`y
Parcel ID:
Historic District: Yes No p
Residential R' Commercial
Type of Work: New Addi1tion Alteration Repair Demo Change of Use Move
Description of Work: Ui biK' -nT VI6;J
Plan Review Contact Person:
Phone: Fax:
Name
Street:
City, State Zip:
Title:
Email:
Property Owner Information
Phone:
Resident of property?:
Contractor Information
Name Livuco,ft p1t^6-.i5 Phone: `f U 7 _ ,J?91-_ r 7 06
r 7 _nf— 9 Street: SOU S Fax: ``
City, State Zip: S % UcJ, rL 3 11 ? I State License No.:
Architect/Engineer Information
Name: Phone:
Street:
City, St, Zip:
Bonding Company:
Fax:
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. 1 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: 51h Edition (2014) Florida Building Code
Revised: June 30, 2015 Permit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county, and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713.
The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required
in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal.
The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in
accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value,
credit will be applied to your permit fees when the permit is issued.
OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will
be done in compliance with all applicable laws regulating construction and zoning.
Signature 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 1D
SigLure o`, on for/Agent Dat
gnj' V lL.y- cfil) cut
Print Contractor/Agent's Name
f
Dade prk+l SI
aY ore
Signaturi<yfNotary -State of FloAda f
w .
p 1FF 1211855 : 0
Contractor/Agent is Personally Kno'fj°LtQ''F`•;'
Produced 1D Type of ID
BELOW IS FOR OFFICE USE ONLY
Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof
Construction Type: Occupancy Use:
Total Sq Ft of Bldg: Min. Occupancy Load:
Flood Zone:
of Stories:
New Construction: Electric - # of Amps Plumbing - # of Fixtures
Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No
APPROVALS: ZONING:
ENGINEERING:
COMMENTS:
UTILITIES:
FIRE:
WASTE WATER:
BUILDING:
Rc.iscd: June 30, 2015 Permit Application
CITY OF SANFORD
BUILDING & FIRE PREVENTION
PERMIT APPLICATION
application No:
Documented Construction Value: S Lo/ 200 --=
Job Address: ZLvIL4 01ECC& j Sven IlanJistoric District: )'es \o B" 1
Parcel
ID: - - N
p
J Residential 31 Commercial Tree
of Work: New LJ ..ddition alteration Repair 0 Demo Change of Use , -e El Plan
Review Contact Person: Phone:
Fax: Email: Property
Owner Information Name
rP Phone: Street:
Cit)',
State Zip: Title:
Resident
of property?: Contractor
Information I
Name.
j .r i Tr' II I ='rj i 1 :'1 Phone:J` L I Street: _ /
Fax:tate
Li)i
City.
State Zip: l.U'rnr l P ( -j % / / j S ce[.se .No.: y
7 •
Name.
Street:
City.
St. Zip: Architect/
Engineer Information Phone:
Fax:
E-
mail: Bonding
Company: -Nlort,a e Lender: Address:
address: WARNING
TO ON NER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT NIAY RESULT IN YOUR PAN"
LNG TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST Pr RECORDED
A -ND POSTED ON TH-E JOB SITE BEFORE THE FIRST INSPECTION. II' YOU EXTEND TO OBTAIN FINANCING,
CONSULT WITH YOUR LENDER OR ANATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEME
T. pl!
i»ilOn !i ile.:J:' r:» S: 1. t i l?i l ! F:ri !i [J i icie \l'oia: : ii !i:i:»li»il.::s %; 1:1ddIC»:ed. ! C:i !\' that 110 \ Gik Or lll i°!I»:lot: ll=s prior
to tl:e i;sua:[CC ora pmi.nii »![V -h:!i a!l work \\'i!l be ric.-Rr%ied to ui;-ei sinndnrds of»ll lav s ree'!!»ll i?P cOtis:i it[
this i[!r.>dictien. I understand that a separate permit must be secured for electrical \lork. plumbing. sins. \\el!s. pools. furnaces.
boilers, heaters, tanks. and stir conditioners. etc. FIX
IV-3 Shall he in,crihed \, ith the slate of applicati;m and the cvde in eff_ct ac t,r ovirt date: 4:' Edi:iun (20 14 1 Florida r:uildin_ Code a: ',
it.'U;i a.. A77;1:2u05
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this proper-tV that may be
r found in the public records of this counrn-. and there may be additional permit_ required from other gom•ernlcilia I entities such as a ater managenment
districts, state agencies. or federal agencies. acceptance
of permit is verification that I will notify the owner of the propert. of the requ irements of Florida Lien Law, FS i l :. The
City of Sanford requires payment of a plan review fee at the time of pernmit submittal..4 coi,y of the executed contract is required in
order to calculate a plan review charge and will be considered the estinmated corsiruction value of the job at the time of submiti2l. The
actual construction value will be fisurcd based on the cv.-rent ICC Valuation Table in effect at the timme the permit is issued, in accordancemvithlocalordinance. Should calculated char_es hrured off the executed contract exceed the acnial consmuciion value. credit
will be applied to your permit fees when the permit is issued. ONE'\
ER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all Nvork NI -ill be
done in compliance with all applicable laws re,ulatin, construction a znninE!. SiW:
anr:.fG:,;,e:'Ag n, 11t
rJ ll: e: .°e:lt•i \]mil: ro
of \
ourt••S:_te of rtond:iD::e Owner/
A?ent is Personally Known to \te or Produc:
d fD Tvpe of ID Contractor :=.?
eni Is '* Personally Known to \le or Produced
ID Type of I'D BELOW
IS FOR OFFICE USE ONTY Permits
Required: Building El:cirical Mechanical Plunibin12 Gas[] Roof Construction
Type: Occupancy Use: Flood Zone: Total
Sq Ft of Bldg: Mn. Occupancy load: New
Construction: Electric - - of Anips Fite
Sprinkler• Permit: Yes \o = of Fteata_ kPPROVALS:
ZO\I\Cr. ENGI\
EERrNG: CO
NiE\TS: UTILITLES:
F [?,
E : of
Stories: Plutnbin; - _
of Fixtures Fire
Alarm Permit: Yes \o VASTE \\'. ,
TER : BUILDI\
G:
it
CITY OF SANFORD
BUILDING & FIRE PREVENTION
ECr V PERMIT APPLICATION
IOL 2 5 2018 Application No:
8Y. -4&_DocJTented Construction Value: $10,498.00
Job Address: 2614 Green Swallow Way Historic District: Yes No
Parcel ID: 17-20-31-502-0000-2380 Lot 238 Residential ® Commercial
Type of Work: New ® Addition Alteration Repair Demo Change of Use Move
Description of Work: Install new 3.0-ton & new 2.5-ton HVAC systems 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
Street: 5200 Vineland Rd #200
City, State Zip: Orlando, FL 32811
Phone: 407-529-3000
Resident of property? :
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- EL 32792 State License No.: CAC 032444
Architect/Engineer Information
Name: Phone:
Street: Fax:
City, St, Zip:
Bonding Company:
Address:
E-mail:
Mortgage Lender:
Address:
WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR
PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE
RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF
COMMENCEMENT.
Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has
commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction
in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools,
furnaces, boilers, heaters, tanks, and air conditioners, etc.
FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building Code
Revised: June 30. 2015 Permit Application
NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be
found in the public records of this county. and there may be additional permits required from other governmental entities such as water
management districts, state agencies, or federal agencies.
Acceptance of permit is verification that I will notify the owner of the property of the 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 lime 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 foreoing information is accurate and that all work will
be done in compliance with all applicable laws regulati g 96nstructipn and coning.
Signature or Owner/Agent Date
Print O%%mer/Agent's Name
Signature of Notary -Slate of Florida Date
Kevin Stine
Print Contractor/Agent's Name
Signature
Date
KELLY WEBSTER
Notary Public - Slate of Florllta
Commisslon I FF 978034
My Comm. Expires Apr 4, 2020
Owner/Agent is Personally Known to Me or Contractor/Age if
Produced ID Type of ID Produced ID Type of 1D
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 Fire Alarm Permit: Yes No
APPROVALS: ZONING:
COMMENTS:
UTILITIES: WASTE WATER:
ENGINEERING: FIRE: BUILDING:
Revised: June 30, 2015 Permit Application
UNIVERS .L,
ENGINEERING SCIENCES
Consultants In: Geotechnical Engineering • Environmental Sciences
Geophysical Services • Construction Materials Testing • Threshold Inspection
Building InspeNon • Plan Review • Building Code Administration
3532 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 - F: 407.423.3106
UES Project No: 0110.1700817.0000
Workorder No: 9385350-1
Report Date: 6/18/2018
In -Place Density Test Rem
Client: UES Technician: Christian Acevedo
5200 Vineland Road, Suite 200 -
Orlando, FL 32811 'Date Tested: 06/18/2018
ra tL
Project: Wyndham Preserve, House Lot Testing
Area Tested: Lot # 238- 2614 Green Swallow Type of Test:
Material: Native Field: ASTM D-2937 Drive Cylinder Method
Reference Datum: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor
The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density.
Test
No. Location of Test Range
aximum
Density
pCQ
ptimum
Moisture
1%)
Field Dry
Density
pcf)
Field
Moisture
i%i
Soil
Compaction
1%i
Native
Depth
inch)
Pass
or Fail
1 North Footer 0-1 ft 106.8 10.6 107.4 10.7 101 N/A Pas:
2 East Footer 1-2 ft 106.8 10.6 108.8 11.5 102 N/A Pas:
3 West Footer 1-2 ft 106.8 10.6 109.8 12.4 103 N/A Pas:
4 Southwest Comer of Pad (TOF) 1-2 ft 106.8 10.6 111.6 12.7 104 N/A Pas:
5 Northeast Corner of Pad (TOF) 2-3 ft 106.8 10.6 110.0 12.1 103 N/A Pas:
Remarks: TOF-TOP OF FILL
r...,r .....ram..:.... #- r r...,....r. , r....., rr.., o..wr.......r ........r ... '01.......-a. s..... , r....r. ,...r ,..rti...:.r.....
III
7/
DESCRIPTION AS FURNISHED: Lot 238, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93
through 702 of the Public Records of Seminole County, Ftorido.
BOUNDARY FOR/CERTIFIED TO: Pork Square Enterprises, LLC (a Delaware Corporation);
Winderweedle, Hoines, Word & Woodman, PA; Attorneys' Title
Insurance Fund; Bonk of Americo
Lm
h
p
D=90'00'00"
R=25.00
L=39.27
C=35.36
CB=545'16'57E
1
1
LOT 229 1 LOT 230
N89.43'03 E
77.50'
I
I
24.80'
I I
24.60'
LOT 236
10.00'
I r8.7
oo 5
126.50' 22.J' .
I
2f.50 4.0
0
FORMBOARD FOUNDATION
TOF- TOP OF FORM
FORM AVERAGE-24.68'
I
I
N
WQ
7t 4
2f.50'
11.J: r
rM•s
25.20, 25.20'
10' URL ESMT
N89'43'03 E
52.50'
V
h
O
LOT 2J7
O
SETBACKS AS FURNISHED
6
S; rytiM1
FRONT - 23'(') 4
REAR : 20'
SIDE 5' (40' LOT)
Lon GREEN SWALLOW WAY10' (75'
SIDE STREET a 25' (60' & 75' LOT) PRIVATE ROAD (50' R/W)
13' (40, LOT)
25' FRONT SETBACK CAN BE REDUCED
TO 20' ON CERTAIN LOTS. NO MORE THAN PLOT PLAN AREA CALCULATIONS
2) IN SUCCESSION AT 20' AND A MINIMUM
Or (2) IN SUCCESSION AT 25, TOTAL LOT AREA 8.776 * SbUARE FEET
PROPOSED - nNsHED SPOT OWE ELEVATIONS, FLATWORK ON/OFF LOT - TOTAL * SQUARE FEET nATWORK
PER DRAINAGE PLANS DRIVE 612/ 101- 713 * SQUARE FEET
0, 1,0441.127 * SOUARE FEET FOUNDATION/
PAD 2.474 * SOWRE FEET REAR
PAT10 223 * SOUARE FEET PROPOSED
DRAINAGE FLOW WALKS FRONT
PORCH DECK 83 * SQUARE FEET LOT
GRADING TYPE A SLID 5,3451942 - 0,287 t SQUARE FEET POOL DECK 0 * SQUARE FEET PROPOSED
F F. PER PLANS - 24.5' NOTE; FRONT SAIENAUI AND STREET LOCATION TAKEN FROM PLANS PROW= sr CUDTT • NOT I'QIO VYKFRL CRUSENJLIEYER—
SCOTT L7G ASSOC., INC. — LAND SURVEYORS LEWD•
LEAnu . 5400 E. COLONIAL OR. ORLANDO, FL 32607 (407)-277-3232 FAX (407)-658-1436 PAT .
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Revision ff City of Sanford
Response to Comments
OCT 0 9 2018
Building & Fire Prevention Division
Permit # 18-1471
SIO
Ph: 407.688.5150 Fax: 407.688.5152
IEmail: building@sanfordfl.gov
Submittal Date 10.08.18
Project Address: 2614 Green Swallow Way (Wyndham Preserve lot 238)
Contact: Michelle Parkison
Ph: 407-529-3135 Fax:
Email: mparkison@parksquareh,omes.com
Trades encompassed in revision:
Building
Plumbing
Electrical
Mechanical
Life Safety
Waste Water
Department
Utilities
Waste Water
Planning
Engineering
Fire Prevention
0 Building
General description of revision:
Added Drop Header Detail at Kitchen
ROUTING INFORMATION
Approvals
15 lightyears, Inc
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,
15 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:/ttinyuri.com/2017FBC-TAM
These forms meet all three required Residential Energy Efficiency Compliance Paths listed under R401.2,
Prescriptive, Performance, and Energy Rating Index (ERI) paths.
We are working with building departments across Florida to standardized the form submittal process and
would like your department to allow these forms to meet compliance. If there are any issues with
accepting these forms, please reach out to me directly and I will ensure that we submit any specific form
that you will require. Tim Smith (407)-951-3236 tsmith@151ightyears.com
Respectfully,
Timothy it
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
FORM R405.4.1-2017
Envelope Leakage Test Report (Blower Door Test)
Residential Prescriptive, Performance or ERI Method Compliance
2017 Florida Building Code, Energy Conservation, 6th Edition
Jurisdiction: Permit #:
Job Information
Builder: munity: Led I 14CU2Q742Z d4nesL&Z4:5za jr
Address:
City: State: Zip:
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.
RFORMANCE 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):
336 X 60 = - _ Method for calculating gilding -volume:
CFM(50) Buildi g Volume ACH(50) O Retrieved from architectural plans
t?PASS (Mechanical Ventilation is not required) WNWCode software calculated
PASS (with Mechanical Ventilation) O Field measured and calculated
FAI L
R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSIIRESNETACC 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)(f), (g), or (i) or an approved third parry. A written report of the results of the test shall be signed by the party conducting the test and
provided to the code off viol. 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
1 hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy
Conservation requirements according to the compliance method selected above.
Signature of Tester: Date of Test:L
Printed Name of Tester: Kyle Higgins
License/Certification #: BHEDTG Issuing Authority: RESNET
FORM R402-2017
Duct Leakage Test Report
Residential Prescriptive, Performance or ERI Method Compliance
2017 Florida Building Code, Energy Conservation, 6th Edition
Jurisdiction: Permit #:
Job Information
Builder: ommuni : Lot: --7 -2 Vcqrk &,J.0,ed ad 6, SeAe-
Address: ll` nit:
City: State: Zip: 75 Duct
Leakage Test Results System
1 741cfm25 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 (O.) NO (sQO.3) Operformance /
ERI Method cfm25 (out or Total) To
qualify using this method, Qn must not be greater than the aGyS/
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 ASS
FAIL 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: ,4 ,-L.sz< < Date of Test: 4
X Z1l/ Printed
Name of Tester: Kyle Higgins License/
Certification #: BHEDTG Issuing Authority: RESNET
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Certificate of Achievement
THIS ACKNOWLEDGES THAT
K Iye ins
HAS MET THE STANDARD REQUIRED BY RESNET, AS A
CERTIFIED RATING FIELD INSPECTOR
RFI # BHEDTG
Certification Date: November 11, 2018
Certification Expires: November 11, 2021
2
i Tim Smith,
RESNET Quality Assurance Designee
15 lig htyears
i
RESNET QA Provider # (1998-199)