RC-12-2097 Inspection Worksheet
Miami Shores Village
10050 N.E.2nd Avenue Miami Shores, FL
Phone: (305)795-2204 Fax: (305)756-8972
Inspection Number: INSP-181245 Permit Number: RC-11-12-2097
Scheduled Inspection Date: October 29, 2013 Permit Type: Residential Construction
Inspector: Rodriguez,Jorge
Inspection Type: Final
Owner: MACPHAIL, GAVIN AND MARCIA Work Classification: Addition/Alteration
Job Address:226 NW 93 Street
Miami Shores, FL 33150-
Phone Number
Parcel Number 1131010331080
Project: <NONE>
Contractor: ESR FLORIDA CONSTRUCTION INC Phone: (305)812-2716
Building Department Comments
2 NEW WINDOWS 1 EXISTING DOOR STUCCO, Infractio Passed Comments
INSPECTOR COMMENTS False
INTERIOR BATHROOM IN EXISTING GARAGE TO BE
BROUGHT TO CODE
Inspector Comments
Passed jw�_
Failed
Correction ❑
Needed
Re-Inspection ❑
Fee
No Additional Inspections can be scheduled until
re-inspection fee is paid.
October 28,2013 For Inspections please call: (305)762-4949 Page 2 of 46
�F.
Miami Shores Villa e D � 7�,
1a g NUV u 6 2011
Building Department `
90050 N.E.2nd Avenue,Miami Shores,Florida 33138 BY, ---------- goo4
Tel: (305)795.2204 Fax:(305)756.8972
INSPECTION'S PHONE NUMBER:(305)762.4949
t t FBC 20
w D Permit No.
U I�TG �Cl 27
PERMIT APPLICATION Master Permit No.
Permit Type: BUILDING ROOFING
JOB ADDRESS: (o V 3 009-1$ SIP99EL
City: Miami Shores County: Miami Dade Zip: 10
Folio/Parcel#: 1 -ZA®' - QZi?) l
Is the Building Historically Designated:Yes NO Flood Zone:
t
OWNER:Name(Fee Simple Titleholder): " V Phone#: a--:5 42- 6"
Address: 2---2- 93
city: S, Stater
TenantlUssee Name: Phone#:
Email:
CONTRA R:Company Name: ' -r►' Li 5`l G Phone
Address:
City: �► State: 0 W.i 10A Zip:
Qualifier Name 9°$ Ph e#•
State Certification or'4.j Registration#:_�� `D Certificate of Competen /..
Contact Pho :r� � � E;nail A
DESIGNER: chitect/Engineer !a�'� IGN RID Pho e#:
9 20
Value of Work for this Permit: U.6270- Square/Linear Footage of Work:
Type of Work: OAddition teration UNew ORepair/Replace --molition
Description of Work: Lk) 4- ��
Color thru tile:
U %(�✓
Submittal Fee$ Permit Fee$ CCF$ CO/CC$
Scanning Fee$ Radon Fee$ DBPR$ Bond$
Notary$ Training/Education Fee$ Technology Fee$
Double Fee$ Structural Review$
TOTAL FEE NOW DUE$
r
X/V"',
Bonding Company's Name(if applicable)
Bonding Company's Address t
City State zip
Mortgage Lender's Name(if applicable)
Mortgage Lender's Address
City State zip
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 the standards of all laws regulating
construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORD,PLUMBING,SIGNS,
WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC.....
OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all
applicable laws regulating construction and zoning.
"WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF
COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR
IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN
FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE
RECORDING YOUR NOTICE OF COMMENCEMENT."
Notice to Applicant. As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must
promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person
whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site
for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the
inspection will not be approved an a rei ction fee will be charged-
Signature Signature
or nt C ac or
The foregoin instrument w ac wledged before me this The foregoing{nstrument w acknowledged before me this O S
day of 20 ,by day of N UY ,20 L1-by
id tification and who did take an oath. �''`- as iden ho did take n oath.
NOTARY P LIC: `\ Pittti>�i
� NOTARY PUB-11 � �`p,F1A
EX PI
Sign: a
Print
0 1 Print'
M Commissio E �� �®
y Ma aaineRod�dgu z-C stNta MyCommissionE ices: �e�i *1 44,2 ••�90®®®®®
:�I-a My commission EE0643408
Expires 06/14/2018 �s i��t®�'�®®®®®`®
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APPROVED BY Plans Examiner Zoning
Structural Review Clerk
(Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09)
11/06/2012 11:25 FAX 2396932522 EDISON INSURANCE GROUP Q001
ESRFL-1 OP ID: MM
11061
1440�� CERTIFICATE OF LIABILIT`r INSURANCE 1
DAT /YYYY)
vosrl2
THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONL f AND CONI--ERS 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 CONSTITU PIE 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 pollcy(ies)must be endorsed. If SUBROGATION IS WANED,subject to
the terms and conditions of the policy,certain policies may require an F ndorsement A statement on this certificate does not confer rights to the
certificate holder in lieu of such endorsemen s.
PRODUCER 239-693.0401 NAME.
Wolfco,Inc. 239-693-252;. PHONE c No):
3835 Palm Beach Boulevard#A
Fort Myers,FL 33916 ADDDRRESS:
INSURERS AFFORDING COVERAGE NAIC#
INSURER A:United Contractors Insurance 12280
INSURED ESR Florida Construction Inc. INSURER6:
Ed Riczo INSURER C:
P.O.Box 150472
ti Cape Coral,FL 33915 INSURER D:
INSURER E:
INSURER F:
COVERAGES CERTIFICATE NUMBER: REVISION NUMBER:
THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW R,VE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD
INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITIOI OF ANY C04TRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS
CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFOR)ED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,
EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAV°_BEEN REDUCED BY PAID CLAIMS.
IL SR TYPE OF INSURANCE POLICY NUMBER POLICY EFF MM/DD LIMITS
GENERAL LIABILITY EACH OCCURRENCE $ 1,000,00
A X COMMERCIAL GENERAL LIABILITY X 0100699 10122112 10/22/13 PREMISES F oc=encei $ 100,00
I CLAIMS-MADE OCCUR MED EXP(Any one person) S 5100
PERSONAL&ADV INJURY S 1,000,00
GENERAL AGGREGATE $ 2,000,000
GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ 1,000,00
X POLICY JPFRO-
_CT LOC $
AUTOMOBILE LIABILITY COMBINEeDISINGLE LIMIT
stood I XXXXX
ANY AUTO XXXXX BODILY INJURY(Per person) $ XXXXX
ALL OWNED SCHEDULED BODILY INJURY(Per accident) $ XXXXX
HIRED AUTOS ANUTOSWNED PROPS DAMAGE $ XXym
S
UMBRELLA LIAB OCCUR EACH OCCURRENCE $ XXXXX
EXCESS LIAR CLAIMS-MADE XXXXX AGGREGATE $ XXXXX
DED RETENTION$ $ XXXXX
WORKERS COMPENSATION I WC STATU- OTH-
AND EMPLOYERS'LIABILITY ER
ANY PROPRIETORIPARTNER/EXECUTIVE YIN XXXXX E.L.EACH ACCIDENT $ XXXXX
OFFICER/MEMSER EXCLUDED? NIA
(Mandatory in NH) XXXXX E.L.DISEASE-EA EMPLOYEE XXXXX
It yen, escribe under
DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $
XXXXX XXXXX XXXXX
XXXXX XXXXX XXXXX
DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES(Attach ACORD 101,Additional Remark r Schedule,If me re space Is required)
General Contractor this Certificate is issued to irsured for bidding
purposes only. Prior to starting a job, it is recommended thatt the client
request that the insured furnish a certificate showing the nxuae and address
of the client in the certifcate holder section.
CERTIFICATE HOLDER CANCELLATION
MIAM021
SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE
THE D PIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN
Village of Miami Shores ACCORDANCE WITH THE POLICY PROVISIONS.
Building Department AUTHORIM)REPRESENTATIVE
Fax: 305-756-8972
10050 N.E.2nd Avenue
Miaml Shores,FL 33166
®1988-2010 ACORD CORPORATION. All rights reserved.
ACORD 25(2010105) The ACORD name and logo are registered marks of ACORD
CITY O F City of Cape Coral
Business Tax Receipt
9 BT13-67118 Issue Date: 10/22/2012
�4 HOME BUSINESS ONLY
DBA: ESR FLORIDA CONSTRUCTION INC
<OR/0P Owner Name: ARGUELLES ALEJANDRO
Expiration Date: 09/30/2013
THIS RECEIPT IS FURNISHED PURSUANT TO FLORIDA STATE STATUTES, CHAPTER 205 AND
CITY OF CAPE CORAL ORDINANCE 9-72 AS AMENDED
The law requires this receipt to be displayed conspicuously at the place of business so that it is open to the view of the public
and available for inspection.
Payment is due each year by September 30th. Payment after September 30th is delinquent and subject to a penalty of 10%for
the month of October,plus an additional 5%for each month thereafter. The total delinquency penalty shall not exceed25%
of the tax. A 25%penalty is imposed on any person engaged in any new business, occupation or profession without first
paying a Cape Coral Business Tax.
This receipt is for a business tax only. It does not permit the person/business to violate any existing regulatory or zoning laws
of the state, county,or cities,nor does it exempt the business from licenses or permits that may be required by law. This
receipt does not assure quality of work.
Business Tax Receipts are available for purchase on July 1 st. If you need to transfer your Business Tax Receipt due to a
change of business name, ownership,location or closing your business,please contact our office at 239-574-0430 to obtain
the proper information.
Detach and post bottom portion
CITY OF CAPE CORAL BUSINESS TAX RECEIPT RECEIPT#: BT13-67118
City of Cape Coral—1015 Cultural Park Blvd--Cape Coral Florida 33990—(239)574-0430
This Receipt expires September 30, 2013 Visit our website at: www.capecoral.net
DISPLAY AT PLACE OF BUSINESS FOR PUBLIC INSPECTION
FAILURE TO DO SO IS CONTRARY TO LOCAL LAWS.
-THIS TAX IS NON REFUNDABLE-
Location: 3910 SE 11TH AV Number of Employees:
Business Phone: (305) 812-2716 CITY O F Classification
HOME BUSINESS ONLY
HOME BUS FOR CERT GENERAL CONT-
QUALIFIER: ALEJANDRO J ARGUELLES
4
�<0 R SOP
ESR FLORIDA CONSTRUCTION INC
ARGUELLES ALEJANDRO
P O BOX 150472 Classification Code: 999
CAPE CORAL, FL 33915 Issued Date: 10/22/2012
Amount $16.50
This document is a business tax only. This is not certification that licensee is qualified. It does not permit the licensee to violate any existing regulatory
zoning laws of the state,county or cities nor does it exempt the licensee from other taxes or permits that may be required by law.
. a
? STATE OF FLomm AC# :6 3 6 4 9 8 0 `1
? DEPARTMENT OF BUSINESS AND
' PROFESSIONAL REGULATION i
j a
' CGC005007 p9/2l /1B 120134870 �
r f
CRTIFIEDGENLRA „ CONTRACTOR
ARGUELLES., J ALWANDRO°
ESR FLORIISA CONiTRtlfiTTON INC
j
IS CERTIFIED =der the praviaio$s of Ch.$89 F8
{
i mmiratioa date, AM; 31, 2014 L12Q9Z002319 j
l
0 1
L _sue 02-15-2012
•��WETS
JEFF ATWATER STATE OF FLORIDA
CHIEF FINANCIAL OFFICER DEPARTMENT OF FINANCIAL SERVICES
DIVISION OF WORKERS' COMPENSATION
CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW
CONSTRUCTION INDUSTRY EXEMPTION
This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law.
EFFECTIVE DATE: 02/15/2012 EXPIRATION DATE: 02/14/2014
PERSON: RICZO EDWARD S
'FEIN: 203142035
BUSINESS NAME AND ADDRESS:
ESR FLORIDA CONSTRUCTION INC
P 0 BOX 150472
CAPE CORAL FL 33915
SCOPES OF BUSINESS OR TRADE:
1- GENERAL CONTRACTOR
IMPORTANT: Pursuant to Chapter 440 . 05(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this
section may not recover benefits or compensation under this chapter. Pursuant to Chapter 440.05112), F.S., Certificates of election to be exempt... apply only within the
scope of the business or trade listed on the notice of election to be exempt. Pursuant to Chapter 440.05113►, F.S., Notices of election to be exempt and certificates of
election to be exempt shall be subject to revocation if, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or
certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the person
named on the certificate to meet the requirements of this section. QUESTIONS? (850) 413-1609
OWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 01-11
PLEASE CUT OUT THE CARD BELOW AND RETAIN FOR FUTURE REFERENCE
STATE OF FLORIDA IMPORTANT
DEPARTMENT OF FINANCIAL SERVICES
DIVISION OF WORKERS'COMPENSATION O Pursuant to Chapter 440.05(14), F.S., an officer of a corporation who
CONSTRUCTION INDUSTRY elects exemption from this chapter by filing a certificate of election
CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA L under this section may not recover benefits or compensation under this
WORKERS'COMPENSATION LAW D chapter.
EFFECTIVE: 02/15/2012 EXPIRATION DATE; 02/14/2014 Pursuant to Chapter 440.05(12), F.S., Certificates of election to be
PERSON: EDWARD S RICZO H exempt.. apply only within the scope of the business or trade listed on
FEIN: 203142035 R the notice of election to be exempt
BUSINESS NAME AND ADDRESS: E Pursuant to Chapter 440.05(13), F.S., Notices of election to be exempt
ESR FLORIDA CONSTRUCTION INC and certificates of election to be exempt shall be subject to revocation
P 0 BOX 150472 if, at any time after the filing of the notice or the issuance of the
CAPE CORAL, FL 33915 certificate, the person named on the notice or certificate no longer meets
the requirements of this section for issuance of a certificate. The
department shall revoke a certificate at any time for failure of the
SCOPE OF BUSINESS OR TRADE: person named on the certificate to meet the requirements of this
1- GENERAL CONTRACTOR section.
QUESTIONS? (850) 413-1609
CUT HERE
Carry bottom portion on the job, keep upper portion for your records.
DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 01-11
r
,5goR3� �
■■
IYI
lama shores Village
Buildin g De
e�N� partment
l0RiD1� 10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
RECEIPT
PERMIT#: - -'lJ"" 1 I DATE: � , Z
zi Contractor
\� Owner
?�Architect
Picked Mans a � �/
(other) wlec)
Address:_ n VAU
From the building department on this date in order to have corrections done to plans
And/or get County stamps. I understand that the plans need to be brought back to Miami
Shores Village Building Department to continue permitting process.
Acknowledged by: c
PERMIT CLERK INITIAL:
RESUBMITTED DATA-
PERMIT CLERK INITIAL:
111111111111111111111111111111111111111111 f 1
OR Sk 28495 Pq 1879I 11As)
RECORDED 02/19/2013 13.,51:22
NOTICE HARVEY RUVIHr CLERK OF COURT
F COMMENCEMENT MIAMI-DADE C:OUHT r FLORIDA
A RECORDW COPY=a BE posm ON THE J00 S1TE-AT TIME OF ECT10N LAST PAGE
PERMIT NO. 4 AX FOLIO NO.
STATE OF FLORIDA
COUNTY OF MIAMI-DADS:
THE UNDERSIGNED hereby giyes,notice'that R r
Improvements w i� th , ,
property,and in accordance with Chapter 713,Florida Statutes,the fo�tgwing infi
Is provided in this Notice of CommencameriL
aboire fi use of office
1.,Legal description of roperty and streetJad I_ �Y) 1975.
2.Description of improvement: - '
3.Owner(s)name grid addnss. . .
interest in property:
NOTO and address of fee simple titleholder..
4.Contra ctor's name,a dr s-and'pf ons number:
5.Surety.(Payment bond required by owner from contractor,if any)
Name;address and
phone-_number•.
Amount of bond$
6.Lender's'name and address:'
7.Persons within the'Stat6 of Florida designated by Owner upon whom notices or other.documents may be served as provkied b
Section 713,13(1xa)7 Florida Statutes, t*
Name,address and phone numbs+:
S.In addition to himself,Owners designates the following persons)to receive a copy of the Lienor's Notice as provided in Section
713.13(i)(b);Florida Statutes. -
Name,address and phone.
9.Expiration date of this Notice-of Commencement:'
{the expiration date * uness a d er date e iri specifledj
WARNINO fio OWNS t:ANY PAYMENTS MADE BYTHE OWNER AFTER THE EXPIRATION OF TyE NOTICE bF COMMENCEMEN BARE CONSIDERED
IMPRt?I?ER PAYMENTS.UNQER CHAPTER 713,PART I,SECTION 71313.FLORIDA STATtJ1ES'AND CAN RESULT IN YO f1R PAYING Tii1►ICE FOR
IMPROVEMENTS TO YOUR PROPERTY.A.NOTICE OF=CQMMENCEMENT MUST Be RE 'ORDED'AND POSTED dN THE JOB SI7 E'BEFORE THE
FIASTINSPECTION.IF YOU INTEN4rA
N FINANCING,CONSULT WITH YOUR LENDER OR AN.ATTORNEY F3-FORE;COfU1MENCING WORK
OR RECORDING YOUR NOTICE OEMENT.
Signature(s),of;Owner )or Ownrize r/pirectorfPartner/M anager
Prepared RYc 4 i�. Prepared.By
Pr1nt Name
Title/Office " - � Print Name
Title/Office ..:
STATE o FLORIDA
COUNTY OF MIAMI-DADS
The forego
in fnst merit was acknowledged before me this day of
BY; �^
.❑Individually or as for
Personally known,of produced the following type_of'ident' cation
Signature of Notary Public:
Print Name:
(SEAL)
FICATION PURSUANT T®SECTioN 92626 FL�DRI®A STA c Mayde aine 8 to Florida to
Under nalNes of My Comme R�
� perjury,l declare that I have read the foregoing and C+�p Commission EE08434d8
that the facts stated In It are true,to the best of my knowledge and belief. ExPka oli/14r2o15
Signature(s)of Owner(s)or Owner(s)°s Authorized Officer/Director/PartnerlMariager who signed above:
By By
123.01.62 PAW 3 3/10
10/23/2013 11:08 FAX 2396932522 EDISON INSURANCE GROUP IM001
ESRFL-1 OP ID:HH
CERTIFICATE OF LIABILITY INSURANCE
DATE 10123DIYYYY)
10/23/13
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(les) must be endorsed. If SUBROGATION IS WANED,subject to
the terms 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).
CONACT
PRODUCER 239-693-0400 NNAMIE:
Wolfco,Inc. 239-693-2522 PHONE FN�C Ne:
3836 Palm Beach Boulevard#A
Fort Myers,FL 33916 DRESS:
Paul M.Mapes
INSURERS)AFFORDING COVERAGE NAIC 0
INSURER A:Preferred Contractor Insurance 12497
INSURED ESR Florida Construction Inc. INSURER B:
Ed RICzo INSURER C:
P.O.Box 150472
Cape Coral, FL 33915 INSURER 0:
INSURER E
INSURER
COVERAGES CERTIFICATE NUMBER: REVISION NUMBER:
THIS 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.
LTR TYPE OF INSURANCE POLICY NUMBER IMMUD&MI N UMRS
GENERAL LIAe1L.ITY EACH OCCURRENCE $ 11000,0
A X COMMERCIAL GENERAL LIABILITY 443432 10/22113 10122114 PREMISES $ 100.0
CLAIMS MADE QX OCCUR MED EXP ore S nod
PERSONAL&ADV INJURY $ 1,000,0
GENERAL AGGREGATE $ 2,000,
GEN'L AGGREGATE LIMIT APPLIES PER PRODUCTS-COMP/OP AGG S 1,000,00
POLICY Mov F1 LOG $
AUTOMOBILE LIABILITY CEsMact FD INGLE LIM $
ANY AUTO BODILY INJURY(Per person) $
ALL OWNED SCHEDULED
AUTOS AUTOS BODILY INJURY(Per stxidenL) $
HIRED AUTOS A O-SVVP1tU PROPERTY DAMAGE $
Per s
$
UMBRELLA I" OCCUR EACH OCCURRENCE $
EXCESS LIAR CLAIMS-MADE AGGREGATE $
DED NT ION S $
WORKERS COMPENSATION WC STATU- OTH-
AND EMPLOYERS'LIABILITY
ANY PROPRIETORIPARTNERIEXECUTIVE YIN
OFFICERIMEMBEREXCLUDED? ED NIA E.L.EACH ACCIDENT $
(MamdaQsry ID un der
It E.L.DISEASE-EA EMPLOYEE $
describe tin
DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $
DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES(Attach ACORD 101,Adtmtlonal Remarks schedws,it more space Is required)
General Contractor - remode3. residential
CERTIFICATE HOLDER CANCELLATION
MIAM030
SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE
THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN
Miami Shores Village ACCORDANCE WITH THE POLICY PROVISIONS.
306-766-8972
10050 NE 2nd Street AUTHORIZED REPRESENTATIVE
Miami,FL 33136 5,
m 1988-2010 ACORD CORPORATION. All rights reserved.
ACORD 25(2010105) The ACORD name and logo are registered marks of ACORD
C II T Y O F City of Cape Coral
Business Tax Receipt
BT14-67118 Issue Date: 10/23/2013
I4.OM..0 BUSrNESS ONLY
DBA: ESR FLORIDA CONSTRUCTION INC
A<oat°"' Owner Name: ARGUELLES ALEJANDRO
Expiration.Date: 09/30/2014
THIS RECEIPT IS FURNISHED PURSUANT,TO FLORIDA STATE STATUTES,CHAPTER 205 AND
CITY OF CAPE CORAL ORDINANCE 9-72 AS AMENDED
The law requires this receipt to be displayed conspicuously at the place of business so that it is open to the view of the public
and available for inspection.
Payment is due each year by September 30th. Payment after September 301h is delinquent and subject to a penalty of 10%for
the month of October,plus an additional 5%for each month thercatiter. The total delinquency penalty shall not exceed 25°/a
of the tax. A 25%penalty is imposed on any person engaged in any new business,occupation or profession without first
paying a.Cape Coral Business Tax.
This receipt is for a business tax.only. R does not permit the person/business to violate any existing regulatory or zoning laws
of the state, county,or cities,nor does it exempt the business from licenses or permits that may be required by law. This
receipt does not assure quality of work.
Business Tax Receipts are available,for purchase on July 1st.If you reed to transfer your Business Tax Receipt due to a
change of business name, ownership, location or closing your business,please contact our office at 239-574-0430 to obtain
the proper information.
Detach and post bottom portion
CITY OF CAPE CORAL BUSINESS TAX RECEIPT RECEIPT#: BT14.67118
City of Cape Coral 0 1015 Cultural Park Blvd --Cape Coral Florida 33990--(239)574-0430
This Receipt expires September 30,2014 Visit our website at: www.capecoral.net
DISPLAY AT PLACE OIL BUSINESS FOR PUBLIC INSPECTION
FAILURE TO DO SO IS CONTRARY TO LOCAL LAWS.
-THIS TAX 1S NON REFUNDABLE-
Location: 3910 SE 11TH AV Number of Employees:
Business Phone: (305)812-2716 CITY A F Classification
HOME BUSINESS ONLY
HOMI* BUS FOR CERT GENERAL CONT-
QUALIFIER: ALEJANDRO J ARGUELLES
O�
��9R1gP
ESR FLORIDA CONSTRUCTION INC
ARGUELLES ALEJANDRO Classification Code: 999
P O BOX 150472 Issued Date: 10/23/2013
CAPE CORAL, FL 33916 Amount $16.50
This document Is a business tax only. This is not certification that licensee is qualified. It does not permit the licensee to violate any existing regulatory
zoning laws of the state,county or oities nor does it exempt the licensee from other taxes or permits that may be required by law.
SgO 1-9
Miami shores �V �LQC.193�
�
Building Department ,,, e�
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204L0 RI7<
Fax: (305) 756.8972
December 4, 2012
Permit No: RC12-209*
Building Critique
1) Provide the wind load design criterion.
2) Provide the design wind loads for the new and altered openings.
Norman Bruhn CBO
305-762-4859
Plan review is not complete, when all items above are corrected, we will do a complete
plan review.
If any sheets are voided, remove them from the plans and replace with new revised
sheets and include one set of voided sheets in the re-submittal drawings.
i
I
Miami Shores Village
Building Department sell slalom
10050 N.E.2nd Avenue
Miami Shores, Florida 33138
Tel: (305) 795.2204
Fax: (305) 756.8972
VFqfL-' !l I� I
Permit No: RC 2-2097
Job Name:
Page 1 of 1
Building Critique Sheet
/1' rovide proof that impact fees at Miami Dade County have been paid.
r rovide energy calculations. ,
Provide the code that the work has been designed.
Provide the wind load design criterion.
Provide all trade and sub permit applications prior to any further review.
llidentify The plans include 2 A-2 pages.
the gray hatched rectangle in the area of work. The hatching does not match
anything on the wall schedule.
The structural details and plans on the second A-2 must be at a convenient scale.
T ey show a 14:1 but the scale is incorrect.
Provide a detail for the retrofit of the filled cell.
1 The foundation plan shows no foundations. The footing schedule shows a
f ndation. Identify the location, size and reinforcement of the existing foundation.
) The window and door schedule do not match the plans. The product approvals
submitted are for non-impact windows. Shutters are required with non-impact windows.
vide the design wind loads for the new and altered openings.
I o .
Provide a product approval for the new exterior door.
12f Identify the insulation requirements for the exterior walls and ceiling.
STOPPED REVIEW
Plan review is not complete, when all items above are corrected, we will do a
complete plan review.
If any sheets are voided, remove them from the plans and replace with new
revised sheets and include one set of voided sheets in the re-submittal drawings.
Norman Bruhn CBO
305-762-4859
•
Y ---------------------
Vr-., .a-;,( t
RATIONAL ANALYSIS AND ENGINEERING DESIGN CALCULATIONS
FLORIDA BUILDING CODE 2010
NEW WINDOW AND DOOR RETROFIT
AT 226 NORTHWEST 93 STREET
MIAMI SHORES . FLORIDA
DATE: 11-28-2012
TABLES OF CONTENTS:
1. WIND PRESSURES CALCULATION PAGES 14
CHARLES C.MITCHELL-CONSULTING ENGINEER ASSUMES RESPONSIBILITY FOR BOTH MANUAL
AND COMPUTER GENERATED CALCULATIONS.
CHARLES C.MITCHELL-CONSULTING ENGINEER.
P.E.#11127
924 NORTH FEDERAL HIGHWAY
HOLLYWOOD,FLORIDA 33023
"Pr
TOTAL PAGES :04
%plf.S 41
401
* f No. tl 127
STATE OF
0 ....R. +
1011A"-
Y
MECAWind Version 2 . 1 . 1 .2 per ASCE 7-10
Developed by MECA Enterprises, Inc. Copyright 2012 www.mecaenterprises.com
Date 11/28/2012 Project No.
Company Name Gavin Mcphase Designed By :Charles Mitchell
Address 226 NW 93ST Description
City Miami Shores Customer Name
State F1 Proj Location
File Location: C:\Program Files (x86)\MECAWind\Default.wnd
Directional Procedure Simplified Diaphragrm Building (Ch 27 Part 2)
All pressures shown are based upon A.SD Design, with a Load Factor of . 6
Basic Wind Speed(V) = 175.00 mph
Structural Category = II Exposure Category = D
Natural Frequency = N/A Flexible Structure = No
Importance Factor = 1.00 Kd Directional Factor = 0.85
Alpha = 11.50 Zg = 700.00 ft
At = 0.09 Bt = 1.07
Am = 0.11 Bm = 0.80
Cc = 0.15 1 = 650.00 ft
Epsilon = 0.13 Zmin = 7.00 ft
Slope of Roof = 4.63 : 12 Slope of Roof(Theta) = 21.10 Deg
Ht: Mean Roof Ht = 12.67 ft Type of Roof = Gabled
RHt: Ridge Ht = 16.08 ft Eht: Eave Height = 9.25 ft
OH: Roof Overhang at Eave= 2.00 ft Roof Area = 1973.00 ft^
2
Bldg Length Along Ridge 52.00 ft Bldg Width Across Ridge= 31.40 ft
Gust Factor Category I Rigid Structures - Simplified Method
Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85
Gust Factor Category II Rigid Structures - Complete Analysis
Zm: 0.6*Ht 7.60 ft
lzm: Cc*(33/Zm)^0.167 = 0.19
Lzm: 1*(Zm/33)^Epsilon = 541.02 ft
Q: (1/(1+0.63*( (B+Ht)/Lzm)^0.63) )^0.5 = 0.94
Gust2: 0.925*( (1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm) ) = 0.90
Gust Factor Summary
Not a Flexible Structure use the Lessor of Gust1 or Gust2 = 0.85
Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi
GCPi Internal Pressure Coefficient = +/-0.18
Topographic Adjustment
0.33*z = 4.18
Kzt (0.33*z) : Topographic factor at elevation 0.33*z = 1.00
Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z) ]^0.5 = 175.00 mph
Net Wind Pressures on Walls (Table 27.6-1)
Wall Pressures do not include effect of internal pressure
MWFRS-Wall Pressures for Wind Normal to 31.4 ft wall
L/B = 1.66
ph: Net Pressure at top of wall (windward + leeward) = 43.60 psf
p0: Net Pressure at bottom of wall (windward + leeward) = 43.60 psf
ps: Side wall pressure acting uniformly outward = .61 * ph = 26.41 psf
pl: Leeward wall pressure acting uniformly outward = .31 * ph= 13.42 psf
pwh: Windward wall pressure acting uniformly outward = ph-pl = 30.18 psf
pw0: Windward wall pressure acting uniformly outward = p0-p1 = 30.18 psf
1
{
MWFRS-Wall Pressures for Wind Normal to 52 ft wall
L/B = 0.60
ph: Net Pressure at top of wall (windward + leeward) = 47.73 psf
p0: Net Pressure at bottom of wall (windward + leeward) - 47.73 psf
ps: Side wall pressure acting uniformly outward = .54 * ph = 25.77 psf
pl: Leeward wall pressure acting uniformly outward = .38 * ph= 18.14 psf
pwh: Windward wall pressure acting uniformly outward = ph-pl = 29.59 psf
pw0: Windward wall pressure acting uniformly outward = p0-pl = 29.59 psf
See fig 27.6-2 fog"
PampetvAnd f$oof presum
mean.MOM.
VAnd
t
VVAH pressures
See TaMe 27.6.1
h
Mark
P
� lorc
Net Wind Pressures on Roof (Table 27.6-2) :
Exposure Adjustment Factor = 1.214
Zone Load Casel Load Case2
psf Psf
1 -30.84 14.83
2 -28.50 -13.21
3 -43.76 .00
4 -39.06 .00
5 -32.01 .00
Note: A value of 'D' indicates that the zone/load case is not applicable.
Wad
Gabled Roof
Roof Overhang Loads (Figure 27.6-3) :
Load Case 1:
Povh1: Overhang pressure for zone 1 = -23.13 psf
Povh3: Overhang pressure for zone 3 = -32.82 psf
Load Case 2•
Povh1: Overhang pressure for zone 1 = 11.12 psf
Povh3: Overhang pressure for zone 3 = .00 psf
i
i
MECAWind Version 2 . 1 . 1 .2 ASCE 7-10
Developed by MEGA Enterprises, Inc. Copyright 2012 www.mecaenterprises.com
Date : 11/28/2012 Project No.
Company Name : Designed By
Address Description
City Customer Name :
State Proj Location :
File Location: F:\PROJECTS\2012\JOSEPH BERNARD\windl0 Gavin.wnd
L J r J-2-L
Rwf 1 1 1 I
I I 1 L
not I I 1 1
1 1 1 1
shown I 1 1
I 1 1 I
4
1 1 1 I
1 1 1 1 I
1 1 1 1
1 1
1 I t I
.-r-i-,-fir- -�---�.-
1 I I .J 1 13
Gable Roof 7<0<_45
Wind Pressure on Components and Cladding (Ch 30 Part 1)
All pressures shown are based upon ASD Design, with a .Load Factor of . 6
Width of Pressure Coefficient Zone "a" = 3.14 ft
Description Width Span Area Zone Max Min Max P Min P
ft ft ft^2 GCp GCp psf psf
WINDOW 1 3.08 3.16 9.7 4 1.00 -1.10 48.61 -52.73
WINDOW 2 2.16 3.16 6.8 4 1.00 -1.10 48.61 -52.73
WINDOW 3 3.08 4.16 12.8 4 0.98 -1.08 47.82 -51.94
WINDOW E1 3.08 4.16 12.8 4 0.98 -1.08 47.82 -51.94
NEW DOOR 3.00 6.67 20.0 4 0.95 -1.05 46.42 -50.54
Khcc:Comp. & Clad. Table 6-3 Case 1 = 1.03
Qhcc: .00256*VA 2*Khcc*Kht*Kd = 41.19 psf
SIM200802
Used for Florida State Wide Product Approval #
,c 3-------------------
FL11473
Products on this Report which are approved:
Product FL# Product FL#
ETAL20 11473.1 LGUM210-2-SDS 11473.12
'GTR 11473.2 LGUM210-3-SDS 11473.13
FGTRE 11473.2 LGUM210-4-SDS 11473.14
TRHL 11473.2 LGUM26-2-SDS 11473.12
T R 11473.2 LGUM26-3-SDS 11473.13
2 11473.3 LGUM26-4-SDS 11473.14
E 6 11473.3 LGUM28-2-SDS 11473.12
HET 2 11473.3 LGUM28-3-SDS 11473.13
HETA24 11473.4 LGUM28-4-SDS 11473.14
HETA40 11473.4 LGUM410-SDS 11473.15
HETAL12 11473.5 LGUM46-SDS 11473.15
HETAL16 11473.5 LGUM48-SDS 11473.15
HETAL20 11473.5 LTA1 11473.16
HGAM10 11473.6 META12 11473.17
HGUM5.25 11473.7 META14 11473.17
HGUM5.50 11473.7 META16 11473.17
HGUM7.00 11473.8 META18 11473.17
HGUM7.25 11473.8 META20 11473.18
HGUM9.00 11473.8 META22 11473.18
HHETA12 11473.9 META24 11473.18
HHETA16 11473.9 META40 11473.18
HHETA20 11473.9 MSTAM24 11473.19
HHETA24 11473.10 MSTAM36 11473.19
HHETA40 11473.10 MSTCM40 11473.19
HM9 11473.6 MSTCM60 11473.19
HTSM16 11473.11 MTSM16 11473.2
HTSM20 11473.11 MTSM20 11473.2
G
SIMPSON STRONG-TIE COMPANY, INC
Jax Apex Technology, Inc.
FBPE CA NO.7547
4745 Sutton Park Court,Suite 402
Jacksonville, FL 322241904/821-5200
l
Evaluation reports are the opinion of the engineer who prepared the report,based on the findings,and in no
way constitute or imply approval by a local building authority. The engineer, in review of the data
submitted, finds that, in his opinion, the product, material, system, or method of construction specifically
identified in this report conforms with or is a suitable alternate to that specified in the Florida Building
Code,SUBJECT TO THE LIMITATIONS IN THIS REPORT
Jeffrey P.Arneson,an employee of Jax Apex Technology, Inc. (Apex Technology), is the
authorized evaluating engineer of this report. Apex Technology is the prime professional, as
defined in Florida Rule 61 G-30.002, authorized to sell the engineering services performed by
Jeffrey P.Arneson,and is in no way acting, nor attempting to act, as an approved evaluation entity.
Neither Jeffrey P.Arneson, nor any other employee of Apex Technology, has performed
calculations or testing for the products listed in this report. This evaluation is based solely upon the
review, under the direct supervision of Jeffrey P.Arneson,of testing and/or calculations submitted
by the manufacturer.
The capacities listed in this report are based on the limiting capacities as determined from the
substantiating data. We reviewed the substantiating data to a degree that allowed us to determine
whether or not the work performed is consistent with the intended use of the product, and that the
methods used are in compliance with,or meet the intent of, the Florida Building Code. All test
reports were prepared by an approved testing laboratory.
REPORT NO.: SIM200802
CATEGORY: Structural Components
SUB CATEGORY: Metal Connectors
SUBMITTED BY:
SIMPSON STRONG-TIE COMPANY, INC.
5956 W. LAS POSITAS BOULEVARD
PLEASANTON, CA 94588
1. CERTIFICATION OF INDEPENDENCE:
Jeffrey P.Arneson, the Florida engineer who prepared this report, and Apex
Technology have no financial interest in the manufacturing, sales, or distribution of the
products included in this report. Jeffrey P. Arneson and Apex Technology comply with
all criteria as stated in Florida Administrative Code Chapter 9B-72.110.
2. PRODUCT NAME
Truss to Wall Connectors
MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10
Page 1 of 13
Simpson Strong-Tie
Embedded Truss Anchors
META12, META14, META16, META18, META20, META22, META24, META40,
HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETAL16, HETAL20,
HHETA12, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL
Wood to Masonry Straps
MSTAM24, MSTAM36, MSTCM40, MSTCM60
Girder Tiedowns
FGTR, FGTRE, FGTRHL, FGTRHR
Wood to Masonry Hangers
LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3,
LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGUM410,
HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00
3. SCOPE OF EVALUATION
Load Evaluation as a Structural Component using the requirements of the Florida Building
Code, Building.
4. DESCRIPTION:
4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and
MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete
walls. The MTSM fastens to the wood member with 10d common nails, and fastens to
the wall with either 1/4x2%" Titen Masonry Screws for a masonry wall, or'/4X13/4"Titen
Masonry Screws for a concrete wall. These connectors are manufactured from 16
gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with
the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and
allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps
for masonry.
4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and
HTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete
walls. The HTSM fastens to the wood member with 10d common nails, and fastens to
the wall with either'/4X2'/4°Titen Masonry Screws for a masonry wall, or'/4X11/4" Titen
Masonry Screws for a concrete wall. These connectors are manufactured from 14
gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating
complies with the G90 requirements of ASTM A653. Twist strap fastener schedules,
dimensions and allowable loads are shown in Table 1. See Figure 1 for additional
details of twist straps for masonry.
4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams
to masonry or concrete walls. The HM9 fastens to the wood member with Simpson 1/4 X
1'/2" SDS screws (provided with the part), and fastens to the wall with either%x2'/4"
Titen Masonry Screws for a masonry wall, or%x13/4"Titen Masonry Screws for a
concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS
Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653.
Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1.
See Figure 2 for additional details of the HM9.
4.4 HGAM10 Hurricane Gusset Angle.The HGAM10 is used to anchor wood
trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the
wood member with Simpson %X 1'/2n SDS screws (provided with the part), and fastens
to the wall with %x2%"Titen Masonry Screws. Allowable loads are shown in Table 2.
The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33.
The galvanized coating complies with the G90 requirements of ASTM A653. Angle
Page 2 of 13
Simpson Strong-Tie
fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3
for additional details of the HGAM 10.
4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss
Anchors are used to anchor a wood member(usually a truss)to a masonry or concrete
wall. Embedded truss anchors fasten to a single-ply wood truss with 10dxl% nails or to
a multiple-ply truss with 16d common nails. They are embedded in the masonry or
concrete wall to a depth indicated on the side of the anchor(4"for META, HETA, and
HETAL, and 51/16" for HETAL). The strap portion of the anchor is 1'/s"wide. The
anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, with
the exception of the truss seat of the HETAL which is manufactured from steel meeting
ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized
coating complies with the G90 requirements of ASTM A653. Embedded truss anchor
fastener schedule, dimensions and allowable loads are shown in Table 2 for single
installations and Table 3 for double installations. See Figures 4 and 6 for additional
details of single and double embedded truss anchors.
4.6 LTA1 Lateral Truss Anchor.The LTA1 is used to anchor wood trusses, rafters, or
beams to masonry or concrete walls. The LTA1 fastens to the wood member with
10dx1 V common nails and has legs which are embedded into the wall system.
Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel
meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90
requirements of ASTM A653. Truss anchor fastener schedule, dimensions and
allowable loads are shown in Table 2. See Figure 5 for additional details of the LTA1.
4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity
connector used to anchor single-ply wood trusses or rafters to masonry or concrete
walls. The DETAL fastens to the wood members with 10dxl%" nails. They are
embedded in the masonry or concrete wall to a depth of 4% inches. The strap portion
of the anchor is 1'/s"wide. The strap anchors are manufactured from steel meeting
ASTM A653 SS Grade 50, Class 1, and the truss seat is manufactured from steel
meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga. steel and the seat is
18 ga. steel. The galvanized coating complies with the G90 requirements of ASTM
A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are
shown in Table 3. See Figure 6 for additional details of the DETAL.
4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap
Tie models are used to provide a tension connection between wood members and a
masonry or concrete structure. The MSTAM Straps are 11/4"wide for use on 1'/2" and
larger members. They are installed with 10d common nails to the wood and either
/4x2'/4" Titen Masonry Screws to masonry, or'/4X13/"Titen Masonry Screws to
concrete. The MSTCM Strap is 3"wide for use on doubled 2-by or single 4-by and
larger members. They are installed with 16d sinker nails to the wood and either%x2'/4"
Titen Masonry Screws to masonry, or%x13/4"Titen Masonry Screws to concrete. The
MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for
safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade
50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies
with the G90 requirements of ASTM A653. Masonry strap fastener schedule,
dimensions and allowable loads are shown in Table 4. See Figure 7 for additional
details of wood to masonry straps.
4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is
a non-pitch specific girder tie down that can be used in new construction or retrofit
applications to tie down a girder truss or beam to a concrete or masonry wall. The
Page 3 of 13
Simpson Strong-Tie
FGTR can be installed in a single application or can be doubled to achieve a higher
uplift capacity. The FGTR fastens to the truss with Simpson Strong-Tie SDS'/4°wood
screws, and fastens to the masonry or concrete wall with Simpson Strong-Tie '/2"
diameter Titen HD fasteners, which are supplied with the connector. The FGTRE uses
a strap that is oriented with its flat dimension parallel to the truss for placement at the
end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are
designed with the flat dimension of the strap at a 45 degree angle to the truss for
anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A-
1011 Grade 33 steel having Fy=33ksi and F„=52ksi and the plates are made from 3
gauge ASTM A-1011 Grade 33 steel having Fy=33ksi and Fu=52ksi. They have a gray
powder coat finish. Girder tie down fastener schedule, dimensions and allowable loads
are shown in Table 5. See Figure 8 for additional details of face mount girder tie down
connectors.
4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are
high capacity joist hangers that are used to connect wood girders and beams to
masonry or concrete walls. The LGUM and HGUM use Simpson Strong-Tie Titen HD
anchors to attach to the masonry or concrete wall, and Strong-Drive Screws (which are
provided)to attach the beam to the hanger. To install the Titen HD anchors,drill holes
of the same diameter as the anchor into the masonry or concrete. Holes should be '/"
deeper than the specified Titen HD length. The SDS screws are installed best with a
low-speed 1/2" drill and a%" hex head driver. Predrilling holes for SDS screws is not
required. The LGUM is manufactured from galvanized steel complying with ASTM A
653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi (275 and
379 MPa), respectively. The HGUM is manufactured from galvanized steel complying
with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45
ksi (228 and 310 MPa), respectively. The galvanized coating complies with the G90
requirements of ASTM A 653. The steel thicknesses are 0.099" (2.51 mm)for the
LGUM, and 0.173° (4.39 mm)for the HGUM. Girder hanger fastener schedule,
dimensions and allowable loads are shown in Table 6. See Figure 9 for additional
details of masonry girder hangers.
5. MATERIALS
5.1 Steel. Steel specifications for each product listed in this evaluation report shall be
as indicated in the previous section.
5.2 Wood. Wood members to which these connectors are fastened shall be solid
sawn lumber, glued-laminated lumber, or structural composite lumber having
dimensions consistent with the connector dimensions shown in Tables1 through 6.
Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir-Larch having a
minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce-
Pine-Fir having a minimum specific gravity of 0.42.
5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall
comp)y with ASTM F 1667 and shall have the minimum bending yield strengths Fyb:
Common Nail Nail Shank Diameter
Pennyweight (inch) Fyb (Psi)
10d 0.148 90,000
16d sinker 0.148 90,000
16d 0.162 90,000
Fasteners for galvanized connectors in pressure-preservative treated wood shall be
hot-dipped zinc coated galvanized steel with coating weights in accordance with ASTM
A153. Fasteners for stainless steel connectors shall be stainless steel.
Page 4 of 13
Simpson Strong-Tie
5,4 Concrete/Masonry. Concrete and Masonry design specifications shall be the
stricter of the specifications by the engineer of record, the Florida Building Code
minimum standards, the following, or as noted in the report:
Material Specification Minimum Compressive Strength
Concrete, fc - 2500 psi
Masonry, fm ASTM E447 1500 psi
Masonry Unit ASTM C90 1900 psi
Mortar ASTM C270 Type S 1800 psi (or by proportions)
Grout ASTM C476 2000 psi or by proportions)
6. INSTALLATION
Installation shall be in accordance with this report and the most recent edition of the
Simpson Strong-Tie Wood Construction Connectors catalog. The Information in this
report supercedes any conflicting information between information provided in this
report and the catalogue.
7. SUBSTANTIATING DATA
Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed
and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen,
P.E., performed in accordance with the 2007 Florida and Residential Building Codes.
Product Test Number Date Tested
MTSM 8845, H756 2/27/90, 12/6/00
HTSM 02-3667 1/30/02
HM9 Uplift 02-3793 5/15/02
HM9 F1 Direction 02-3793 5115/02
HM9 F2 Direction 02-3793 5/15/02
HGAM10 Uplift 02-3884 7/29/02
HGAM10 F1 Direction H046 3/25/99
HGAM10 F2 Direction H141 6122/99
META Uplift 02-3674, 02-3802, 614/02, 6/8/02, 7/24/02,2/8/04
02-3861, 04-4675
META F1 02-3674, 02-3802 6/4/02, 6/8/02
META F2 02-3674, 02-3802, 614/02, 6/8/02, 7/24/02
02-3861
HETA Uplift 02-3803, 02-3862,04-4676 6/10/02, 7/26/02, 2/8/04
H ETA F1 02-3803 6/10/02
H ETA F2 02-3803, 02-3862 6/10/02, 7/26/02,
HHETA Uplift 02-3676, 02-3863, 6/4/02, 7/29/02, 2/7/04
04-4674
HHETA F 1 02-3676 6/4/02
HHETA F2 02-3676, 02-3863 6/4/02, 7/29/02
HETAL Uplift 02-3803, 02-3862, 6/10/02, 7/26/02, 2/8/04
04-4676
HETAL F1 D793 3/17/94
Page 5.of 13
Simpson Strong-Tie
Product Test Number Date Tested
HETAL F2 D844 3/28/94
DETAL Uplift 0797 3/28108
DETAL F1 0795, 0799 5/12/08, 3/27108
DETAL F2 0796, 0798 6/05/08, 3128/08
LTA1 Uplift 02-3616 2/13/02
LTA1 F1 02-3616 2/13/02
LTA1 F2 02-3616 2/13/02
MSTAM24 Uplift 02-3795 5/17/02, 5117/02
MSTAM36 Uplift 02-3795 5/17/02, 5/17/02
MSTCM40 Uplift 02-3796 5/31/02
MSTCM60 Uplift N471 1/26/07
FGTR Uplift 04-5004, 04-5005 10/6/04, 10/6/04
FGTRE Uplift 04-5010 10/29/04
FGTRHL/R Uplift 04-4915 10/13/04
LGUM Down M202,M 203, M204, 7/13/06, 7/13/06, 7/13/06, 7/14/06,
M222, M224 8/03106
LGUM Uplift M211, M212, M213 8/18/06,8/18/06, 8/21/06
HGUM Down M207, M209,M216, 9/11/06, 9/11106, 10120/06, 10/20/06
M217
HGUM Uplift M729, M731 1. 8/3/06, 8/04/06
8. FINDINGS
Upon review of the data submitted by Simpson Strong-Tie, it is my opinion that the
models as described in this report conform with or are a suitable alternative to the
standards and sections in the 2007 Florida Building Code, Building, and the Florida
Building Code, Residential code editions listed in section 10 of this report, subject to
the limitations below. Maximum allowable loads shall not exceed the allowable loads
listed in this report.
9. LIMITATIONS:
1. Maximum allowable loads shall not exceed the allowable loads listed in this report.
Allowable loads listed in this report are based on allowable stress design. The
loads in this report are not applicable to Load and Resistance Factor Design.
2. Capacity of wood members is not covered by this report. Capacity of wood
members must be checked by the building designer.
3. Allowable loads for more than one direction for a single connection cannot be added
together. A design load that can be divided into components in the directions given
must be evaluated as follows:
Design Uplift/Allowable Uplift+ Design Lateral Parallel to-Plate/Allowable
Lateral Parallel to Plate+ Design Lateral Perp. to Plate/Allowable Lateral
Perp. to Plate < 1.0
10. CODE REFERENCES
Florida Building Code, Building 2007 Edition
Section 104.11 Alternate Materials and Methods
Chapter 1714.2 Load Test Procedure Specified
Chapter 21 Masonry
Chapter 22 Steel
Chapter 23 Wood
Page 6 of 13
Simpson Strong-Tie
Florida Building Code, Residential 2007 Edition
8101.2.1 Scope
R4407 HVHZ Masonry
R4408 HVHZ Steel
R4409 HVHZ Wood
11. ALLOWABLE LOADS:
The tables that follow reference the allowable loads for the aforementioned products.
TABLE 1 ALLOWABLE LOADS AND FASTENERS
FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS
k� � 'Jiff Lows
Fa��erte 1
loo.:::::::::::::::: ;>:::::: :......... ,...... : :: :::•. :: :::.:: :.:::::;...<:::>::::.:::::::::::::::::::::::::::::::::::
t1 .;:.Pf rfe:»Fill::
MTSM16 16 16 7-10d 4-%X2'/ 4-%x13/ 875 755
MTSM20 16 20 7-10d 4-'/4x2'/4 4-'/4x13/4 875 755
HTSM16 14 16 8-10d 4-'/4x2'/4 4-'/4x13/4 1175 1010
HTSM20 14 20 10-10d 4-'/4x2'/4 4-,/X13/ 1175 1010
HM92 18 - 4-SDS'/4X1'/2 5-'/4x2'/4 5-'/4x13/4 805 690
HGAM10 ' 14 - 4-SDS'/4X1Y2 4-'/4x2'/4 4-'/4x2'/4 850 850
Notes:
1. Loads include a 60%load duration increase on the fastener capacity for wind loading where allowed by the Florida Building
Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce
loads where other loads govern.
2. HM9 allowable F1 Toad shall be 635 Ibs(DFUSYP)&545 Ibs(SFP),and allowable F2 load shall be 200 Ibs(DFUSYP)&
170 Ibs(SPF).
3. HGAM10 allowable F1 load shall be 1005 Ibs(DFL/SYP)&870 Ibs(SFP),and allowable F2 load shall be 1105 Ibs
(DFUSYP)&950 Ibs(SPF).
4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2 M."must be used when framing
anchors are installed on each side of the joist or truss.
/ HGAM10 £3 rM
t
ra l€avm
Figure 1 Figure 2 Figure 3
Typical MTSMM/HTSM Application Typical HM9 Installation Typical HGAM10 Installation
Page 7 of 13
Simpson Strong-Tie
TABLE 2 ALLOWABLE LOADS AND FASTENERS
>. i� � Lati�rat l,o�ds
it H 11 i? Ptah Ttlts#
Ftoe yes
terto i e # iter
META12 8 7-10dx1'/z 1450 6-16d 1450 340 725
META14 10 7-10dx1'/z 1450 6-16d 1450 340 725
META16 12 7-10dx1'/2 1450 6-16d 1450 340 725
META18 14 7-10dx1Yz 1450 6-16d 1450 340 725
META20
18 16 6-10dX1'/z 1270 5-16d 1245 340 725
7-10dX1'/z 1450 6-16d 1450 340 725
META22 18 7-10dx1'/2 1450 6-16d 1450 340 725
META24 20 7-10dX1'/z 1450 6-16d 1450 340 725
META40 36 7-10dx1'/2 1450 6-16d 1450 340 725
HETA12 8 7-10dX1'/z 1520 7-16d 1780 340 725
HETA16 12 9-10dx1Yz 1810 8-16d 1810 340 725
HETA20 16 16 8-10dX1'/2 1735 7-16d 1780 340 725
9-10dx1'/2 1810 8-16d 1810 340 725
HETA24 20 9-10dx1'/z 1810 8-16d 1810 340 725
HETA40 36 9-10dxlY2 1810 8-16d 1810 340 725
HHETA12 8 7-10dx1Yz 1565 7-16d 1820 3406 815
HHETA16 12 10-10dx1Y2 2235 9-16d 2235 3406 815
9-10dx1% 2010 8-16d 2080 3406 815
HHETA20 14 16
10-10dx1Yz 2235 9-16d 2235 3406 815
HHETA24 20 10-10dx1Yz 2235 9-16d 2235 3406 815
HHETA40 36 10-10dx1Yz 2235 9-16d 2235 3406 815
HETAL12 7 10-10dx1'/z 1085 10-16d 1270 415 1100
HETAL16 16 11 14-10dx1Yz 1810 13-16d 1810 415 1100
HETAL20 15 14-10dx1Yz 1810 13-16d 1810 415 1100
LTA1 18 3116 12-10dx1Y2 1420 12-10dx1Yz 1420 485 1425
Notes:
1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed
by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further
increases are permitted. Reduce loads where other loads govern.
2. Five nails must be installed into the truss seat of the HETAL
3. Parallel-to-plate load towards face of HETAL is 1975 lbs.
4. Minimum fc is 2,OOOpsi
5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load
capacity. The load per nail can be approximated by dividing the allowable load by the number of fasteners.
This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap. Lateral
loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6-
16d or 7-10dx1Y2"fasteners are used with the META anchor.
6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a
minimum of 12 nails are installed.
,� ' ft,re Gartlsr
iry<
Typical META
Walled isith 163
Figure 4 Figure 5
Pa,META/HETAIHHETA Typical Installation LTA1 Typical Installation
Simpson Strong-Tie
TABLE 3
ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS
t1ft Ls La Lida
HisApp�l�aflo
aiturrera Lsfa L . ...... t w11 wl
DETAL20 1 CMU 18-10dxl h 2480 - - 20006 1370
Concrete 18-10dX1%2 2480 - - 2000 1505
META 2 CMU 10-10dX1%2 1985 14-16d 1900 1210 1160
Concrete 10-10dxll/2 1985 14-16d 2565 1210 1160
HETA 2 CMU 10-10dx1'/2 2035 12-16d 2500 1225 1520
Concrete 10-10d-1%2 2035 12-16d 2700 1225 1520
HHETA 2 CMU 10-10dX1'/Z 2035 12-16d 2500 1225 1520
Concrete 10-10dxlY2 2035 14-16d 3350 1225 1.520
Notes:
1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed
by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further
increases are permitted. Reduce loads where other loads govern.
2. Minimum fo is 2,500 psi.
3. Install with spoons facing outward and spaced no more than 1/8"wider than the truss width.
4. Install half of the required number of fasteners in each strap, except for the DETAL20. For DETAL20,
install six nails in each strap and six nails in the truss seat.
5. Lateral loads for META, HETA,and HHETA anchors apply only to 2-or 3-ply applications with anchors
spaced a minimum of 3"apart. For single ply applications use lateral loads in Table 2. DETAL lateral
load apply to single-ply application.
6. DETAL20 Lateral Loading in the F1 direction anchored in CMU greater than 1,790 lb. may result in
deflection up to%2'in the F,direction.
Typical Installation g
with tWo 3� ETA$
('dEtb
Figure 6
DETAL and Double META/HETA/HHETA Application
Page 9 of 13
Simpson Strong-Tie
^
MASONRY STRAPS ALLOWABLE LOADS, FASTENERS AND DIMENSIONS
MSTAM36 16 1% 36 8-%x2% 8-%xl% 10-10d 1870 11-10d 1870
MSTCM40 16 3 1 40% 14-%x2% 14-%xl% 22-16d Sinker 4220 26-16d Sinker 4220
MSTCM60 16 3 1 59% 14-%x2% 14-%xl% 26-16d Sinker 4220 26-16d Sinker 4220
Notes:
1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the
Florida Building Code. Loads do not include o stress increase on the strength of the steel. No further increases are
permitted. Reduce loads where other loads 0ovem.
2. Minimum edge distance ia1K7 for Tden Masonry Screws.
3. Minimum Ym=16D0 psi and minimum f^=250Opsi.
4. Products shall be installed such that the Titen screws are not exposed to moisture.
Typical MSTAM36 - "
momw� m�cm� �ubn�mwm Typical-- ---
— Installation
Figure
MSTAM/MSTCY0 Typical Dimensions and Installation
Page l0of13
0impmoo8truuA'Tic
TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS
...........................
:......:..:..:. :.. :.:
FGTR 1 2-Titen HD %x5" 18-SDS1/4x3 50006
2 4-Titen HD%x5" 36-SDS1 14x3 9400
FGTRHUR 1 2-Titen HD"/2x5" 18-SDS1/4x3 3850
FGTRE 1 2-Titen HD 1/2x5" 18-SDS1/4x3 46856
FGTRE+FGTR 1 Each 4-Titen HD 1/2x5" 36-SDS1/4x3 50006
Notes
1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where
allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the
steel. No further increases are permitted. Reduce loads where other loads govern.
2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are
designed to transfer the uplift loads to the foundation.
3. Minimum edge distance for the Titen HD is 4"
4. THD's should be spaced in every other hole on the part
5. Attached members must be designed to resist the applied loads
6. Products used for comer applications shall be limited to 4685 Ibs allowable
7. Loads are governed by the grouted wall capacity based on testing of the products attached to the
comer of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested
attached to a steel column to an allowable load of 11,400 Ibs which can be used for design provided
the wall is designed by the engineer of record to transfer the uplift forces.
Tatgalk
Two FGTRs
FGTRHL
t
J
SWIM) i x yt>R�a3
m 339((3yy. T g y
S
QeA'Q
f b RE £
J I
FGTRHLTOPYtEw Figure 8
FGTRIFGTRE/FGTRHUFGRHR Typical Installation
Page I 1 of 13
Simpson Strong-Tie
TABLE 6—LGUM AND HGUM ALLOWABLE LOADS, FASTENERS AND DIMENSIONS
1 ;. �........ . ..... r to Lct1 )
Mp181 fits. CMUConelle �It U t D�Iotl 1«61JI VI ['SL1. L
G CMU prLSte
1�) 11 �'il����.........
DOUBLE 2x SIZES
LGUM 26-2 12 3 /16 5 4 4-3/s" X 4" 4-'/a"X2'/a" 1430 5595
LGUM 28-2 12 HA6 116 7 4 6-3/s" X 4" 6-'/4"X2'/2" 2435 8250
LGUM 210-2 12 9 4 8-3/s"X 4" 1 8-'/a"X2W 1 3575 9575
TRIPLE 2x SIZES
LGUM 26-3 12 5% 5%a 4 4-%"X 4" 4-'/d'X2%z" 1430 5610
LGUM 28-3 12 5%s 7'/8 4 14-%" X 4" 6-'/"X2'/2" 2435 8290
LGUM 210-3 12 5'/s 9% 4 %" X 4" 1 8-%4"X2'/" 3575 9715
QUADRUPLE 2x SIZES
LGUM 26-4 12 6 /16 5 /16 4 4-%"X 4" 4-'/4"X2'/2" 1430 5625
LGUM 28-4 12 6 /16 170/16 4 6-3/.,"X 4" 6-'/"X2'/" 2435 8335
LGUM 210-4 12 6 /16 1 9 /16 4 1 8-3/a" X 4" 1 8-1/4"x 2'/" 1 3575 9860
4x SIZES
LGUM 46 12 3% 4% 4 4-%" X 4" 4-%"X2'/" 1430 5600
LGUM 48 12 3% 6 Ya 4 6-3/." X 4" 6-1/4'x2/2- 2435 8260
LGUM 410 12 1 3% 8% 4 8-3/a"X 4" 1 8-1/4"x21/2" 1 3575 9620
ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES HEAVY DUTY)
HGUM5.25 7 5'/4 5% 8-5/a"X 5" 24-'/4"X2%2" 10085 14965 16015
HGUM5.50 7 5'/ 11 5'/4 8-5/s" X 5" 24-'/"X2'/" 10125 14940 16015
HGUM7.00 7 7 to 5'/4 8-5/s" X 5" 24-'/4"X2'/2" 10375 14770 16015
HGUM7.25 7 7% 30 5'/4 8-a/e"X 5" 24-1/4"x21/2" 10415 14740 16015
HGUM9.00 7 9 5'/ 8-5/a"X 5" 24-'/4"X2'/" 10705 14545 16015
Notes:
1. Uplift loads include a 60%load duration increase on the fastener capacity in wood for wind loading where
allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No
further increases are permitted. Reduce loads where other loads govern.
2. Minimum fm= 1500 psi and f,=2500 psi.
< ,c1
I a,�senv;•r�n�t an -JIM
r z
•K
53 •:cr:.,,.,r � �...�¢.:.,.. .....fl S.t.:�..::..:. "' .:•sue,,�`..,.::,.:.:
LPG RGtL6A r aizal GGw tfl�£tsui+a �YS�ai"600"k abt do
Figure 9
LGUM/HGUM Typical Installation
Page 12 of 13
Simpson Strong-Tie
12. IDENTIFICATION
Each connector covered by this report shall be stamped with the manufacturer's name
and/or trademark and the product name.
11 Jax tih gy, Inc.
Kaf. , P.E.
FL
47�,.
9
Page 13 of 13
Simpson Strong-Tie
ESR-2549
Used for Florida State Wide Product
Approval#
FL 10x655
Products on this Report which are SIMPSON STRONG-TIE COMPANY,
approved: INC
Product FL# Product FL# Product FL# Product FL#
HHUS210-2 10655.1 HU36 10655.42 HUC44 10655.82 SUL210 10655.122
HHUS26-2 10655.2 HU38 10655.43 HUC46 10655.83 SUL210-2 10655.123
H H US28-2 10655.3 H 0410 10655.44 H U C48 10655.84 S U L214 10655.124
HHUS410 10655.4 HU412 10655.45 HUC610 10655.85 SUL24 10655.125
HHUS46 10655.5 HU414 10655.46 HUC612 10655.86 SUL26 10655.126
HHUS48 10655.6 HU416 10655.47 HUC614 10655.87 SUL26-2 10655.127
HSUL210-2 10655.7 HU44 10655.48 HUC616 10655.88 SUL414 10655.128
HSUL214-2 10655.8 HU46 10655.49 HUC66 10655.89 SUR210 10655.129
HSUL26-2 10655.9 HU48 10655.50 HUC68 10655.90 SUR210-2 10655.130
HSUL410 10655.10 HU610 10655.51 HUS210 10655.91 SUR214 10655.131
HSUL414 10655.11 HU612 10655.52 HUS210-2 10655.92 SUR24 10655.132
HSUL46 10655.12 HU614 10655.53 HUS212-2 10655.93 SUR26 10655.133
HSUR210-2 10655.13 HU616 10655.54 HUS26 10655.94 SUR26-2 10655.134
HSUR214-2 10655.14 HU66 10655.55 HUS26-2 10655.95 SUR414 10655.135
HSUR26-2 10655.15 HU68 10655.56 HUS28 10655.96 U210 10655.136
HSUR410 10655.16 HUC210-2 10655.57 HUS28-2 10655.97 U210-2 10655.137
HSUR414 10655.17 HUC210-3 10655.58 HUS410 10655.98 U210-3 10655.138
HSUR46 10655.18 HUC212-2 10655.59 HUS412 10655.99 U210R 10655.139
HU210 10655.19 HUC212-3 10655.60 HUS46 10655.100 U214 10655.140
HU210-2 10655.20 HUC214-2 10655.61 HUS48 10655.101 U24 10655.141
HU210-3 10655.21 HUC214-3 10655.62 LU210 10655.102 U24-2 10655.142
HU212 10655.22 HUC216-2 10655.63 LU24 10655.103 U24R 10655.143
HU212-2 10655.23 HUC216-3 10655.64 LU26 10655.104 U26 10655.144
HU212-3 10655.24 HUC24-2 10655.65 LU28 10655.105 U26-2 10655.145
HU214 10655.25 HUC26-2 10655.66 LUS210 10655.106 U26R 10655.146
HU214-2 10655.26 HUC28-2 10655.67 LUS210-2 10655.107 U310 10655.147
HU214-3 10655.27 HUC310 10655.68 LUS214-2 10655.108 U314 10655.148
HU216-3 10655.29 HUC310-2 10655.69 LUS24 10655.109 U34 10655.149
HU24-2 10655.30 HUC312 10655.70 LUS24-2 10655.110 U36 10655.150
HU26 10655.31 HUC312-2 10655.71 LUS26 10655.111 U410 10655.151
HU26-2 10655.32 HUC314 10655.72 LUS26-2 10655.112 U410R 10655.152
HU28 10655.33 HUC314-2 10655.73 LUS28 10655.113 U414 10655.153
HU28-2 10655.34 HUC316 10655.74 LUS28-2 10655.114 U44 10655.154
HU310 10655.35 HUC34 10655.75 LUS410 10655.115 U44R 10655.155
HU310-2 10655.36 HUC36 10655.76 LUS414 10655.116 U46 10655.156
HU312-2 10655.37 HUC38 10655.77 LUS44 10655.117 U46R 10655.157
HU314 10655.38 HUC410 10655.78 LUS46 10655.118 U610 10655.158
HU314-2 10655.39 HUC412 10655.79 LUS48 10655.119 U610R 10655.159
HU316 10655.40 HUC414 10655.80 MUS26 10655.120 U66 10655.160
HU34 10655.41 HUC416 10655.81 MUS28 10655.121 U66R 10655.161
el
_,I
F ' 'EPORT TAN
ESR-2549
, SM Issued February 1, 2008
This report is subject to re-examination in two years.
ICC Evaluation Service, Inc. emInssiReglorial Ole#5360 WorWm MO Road,Whw,Caffunia90601#(562)699-0543
Regional Office#900 Montclair Road,Suite A,Birn ingham,Alabama 35213 #(205)599-9800
W.ICC S.0[g Regional Office#4051 West Flossmoor Road,Cmir*y Club Hills,111nols60478#(70799-2305
DIVISION:06—WOOD AND PLASTICS hangers having a width equal to or greater than 29/,s inches
Section:06090—Wood and Plastic Fastenings (65 mm) are available with concealed flanges and are
specified with the model designation HUC. See Table 3 for
REPORT HOLDER: the hanger dimensions, required fasteners, and allowable
loads; and Figure 3a for a drawing of a typical HU series
SIMPSON STRONG TIE COMPANY,INC. hanger and Figure 3b for an HUC hanger.
5956 WEST LAS POSITAS BOULEVARD 3.1.4 LUS Series Hangers: The LUS series hangers are
PLEASANTON,CALIFORNIA 94588 formed from No.18 gage galvanized steel.The hangers have
(800)925-5099 prepunched holes for the installation of nails that are driven
www strorcntie.com at a 45-degree angle through the joist and into the header,
which is described as double shear nailing in the installation
EVALUATION SUBJECT: instructions.See Table 4 for the hanger dimensions,required
fasteners,and allowable loads;and Figure 4 for a drawing of
SIMPSON STRONG-TIE FACE-MOUNT HANGERS FOR a typical LUS series hanger.
WOOD FRAMING 3.1.5 MUS Joist Hanger: The MUS series hangers are
1.0 EVALUATION SCOPE formed from No. 18 gage galvanized steel. The U-shaped
portion of the hangers has prepunched holes for the
Compliance with the following codes: installation of joist nails that are driven at an angle through
the joist and into the header,which is described as double
# 2006 International Building Code®(IBC) shear nailing in the installation instructions.See Table 5 for
# 2006 International Residential Code®(IRC) the hanger dimensions, required fasteners, and allowable
loads;Figure 5 for a drawing of a typical MUS series hanger.
# Other Codes(see Section 8.0) 3.1.6 HUS Series Hangers: The HUS series hangers are
Properties evaluated: formed from No.14 gage galvanized steel with the exception
of the HUS26, HUS28 and HUS210 hangers, which are
Structural formed from No.16 gage galvanized steel.The hangers have
2.0 USES prepunched holes for the installation of joist nails that are
driven at an angle through the joist and into the header,which
The Simpson Strong-Tie face-mount hangers described in is described as double shear nailing in the installation
this report are used as wood framing connectors in instructions.See Table 6 for the hanger dimensions,required
accordance with Section 2304.9.3 of the IBC. The products fasteners,and allowable loads;and Figure 6 for a drawing of
may also be used in structures regulated underthe IRC when a typical HUS series hanger.
an engineered design is submitted in acc ordancewith Section 3.1.7 HHUS Series Hangers: The HHUS series hangers
R301.1.3 of the IRC.
are formed from No. 14 gage galvanized steel.The hangers
3.0 DESCRIPTION have prepunched holes for the installation of joist nails that
3.1 General: are driven at an angle through the joist and into the header,
which is described as double shear nailing in the installation
The Simpson Strong-Tie face-mount hangers described in instructions.See Table 7 for the hanger dimensions,required
this report are U-shaped hangers that have prepunched holes fasteners, and allowable loads; Figure 7 for a drawing of a
for the installation of nails into the face of the supporting wood typical HHUS series hanger.
header or beam or ledger. 3.1.8 SURIL Series Hangers:The SURiL series hangers
3.1.1 LU Series Hangers: The LU series hangers are are formed from No.16 gage galvanized steel.SUR and SUL
formed from No. 20 gage galvanized steel. See Table 1 for are mirror-image identical hangers, skewed at 45 degrees
hanger dimensions,required fasteners,and allowable loads; right and left, respectively. See Table 8 for the hanger
and Figure 1 for a drawing of a typical LU series hanger. dimensions, required fasteners, and allowable loads; and
Figure 8 for a drawing of typical SUR/L series hangers.
3.1.2 U Series Hangers:The U series hangers are formed
from No. 16 gage galvanized steel. See Table 2 for the 3.1.9 HSUR/L Series Hangers: The HSUR/L series
hanger dimensions,required fasteners,and allowable loads; hangers are formed from No.14 gage galvanized steel.SUR
and Figure 2 for a drawing of a typical U series hanger. and SUL are mirror-image identical hangers, skewed at 45
degrees right and left, respectively. See Table 9 for the
3.1.3 HU/HUC Series Hangers:The HU and HUC series hanger dimensions,required fasteners,and allowable loads;
hangers are formed from No. 14 gage galvanized steel. HU and Figure 9 for a drawing of typical HSUR/L series hangers.
R5PQ€#'rS'" are not to be construed as representing aesthetics or arty other attributes not specifically addressed nor are they to be construed as an
endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICCRvduadon Service,Inc.,express or implied as to any }
finding or other matter in dds report,or as to any product covered by the report.
Copyright 0 2008 Page 1 of 10
Page 2 of 10 ESR 2549
3.2 Materials: duration factor, Co,corresponding with the applicable loads
3.2.1 Steel: The hangers described in this report are in accordance with the NDS.
manufactured from galvanized steel complying with ASTM A Tabulated allowable loads apply to products connected to
653, SS designation, Grade 33, with a minimum yield wood used under dry conditions and where sustained
strength,Fr of 33,000 psi(227 MPa)and a minimum tensile temperatures are 100°F(37.8°C)or less.When products are
strength, F,,,of 45,000 psi(310 MPa). Minimum base-metal installed to wood having a moisture content greater than 19
thicknesses for the hangers in this report are as follows: percent(16 percent for engineered wood products),or where
wet service is expected,the allowable loads must be adjusted
NOMINAL THICKNESS MINIMUM BASE-METAL by the wet service factor, C„, specified in the NDS. When
(gage) THICKNESS(inch) connectors are installed in wood that will experience
No.14 0.0685 sustained exposure to temperatures exceeding 100°F
No.16 0.0555 (37.80C),the allowable loads in this report must be adjusted
No.18 0.0445 by the temperature factor, C,specified in the NDS.
No.20 0.0335 Connected wood members must be analyzed for load-
For S1:1 inch=25.4 mm. carrying opacity at the connection in accordance with the
The hangers have a minimum G90 zinc coating NDS.
specification in accordance with ASTM A 653.Some models 4.2 Installation:
(designated with a model number ending with Z)are available Installation of the connectors must be in accordance with this
with a G185 zinc coating specification in accordance with evaluation report and the manufacturer's published
ASTM A 653.Some modeis(designated with a model number installation instructions.In the event of a conflict between this
ending with HDG)are available with a hot-dip galvanization,
also known as "batch" galvanization, in accordance with report and the manufacture's published installation
ASTM A 123,with a minimum specified coating weight of 2.0 instructions,this report governs.
ounces of zinc per square foot of surface area (600 g/m2), 5.0 CONDITIONS OF USE
total for both sides. Model numbers in this report do not The Simpson Strong-Tie face-mount hangers for wood-
include the Z or HDG ending, but the information shown framed construction described in this report comply with,or
applies.The lumber treater or holder of this report(Simpson are suitable alternatives to what is specified in,those codes
Strong-Tie Company) should be contacted for listed in Section 1.0 of this report, subject to the following
recommendations on minimum corrosion resistance of steel conditions:
connectors in contact with the specific proprietary
preservative treated or fire retardant treated lumber. 5.1 The connectors must be manufactured, identified and
3.2.2 Wood:Wood members with which the connectors are installed in accordance with this report and the
used must be either sawn lumber or engineered lumber manufacturer's published installation instructions. A
having a minimum specific gravity of 0.50 (minimum copy of the instructions must be available at the jobsite
equivalent specificgravity of 0.50 forengineered lumber),and at all times during installation.
having a maximum moisture content of 19 percent (16 5.2 Calculations showing compliance with this report must
percent for engineered lumber)except as noted in Section be submitted to the code official.The calculations must
4.1.The thickness of the supporting wood member(header, be prepared.by a registered design professional where
beam,or ledger)must be equal to or greater than the length required by the statues of the jurisdiction in which the
of the fasteners specified in the tables in this report, or as project is to be constructed.
required by wood member design,whichever is greater. 5.3 Adjustment factors noted in Section 4.1 and the
3.2.3 Fasteners: Nails used for hangers described in this applicable codes must be considered,where applicable.
report must comply with ASTM F 1667 and have the following 5.4 Connected wood members and fasteners must comply,
minimum fastener dimensions and bending yield strengths respectively,with Sections 3.2.2 and 3.2.3 of this report.
5.5 Use of connectors with preservative treated or fire
COMMON SHANK FASTENER F), retardant treated lumber must be in accordance with
NAIL SIZE DIAMETER LENGTH (psi) Section 3.2.1 of this report. Use of fasteners with
(inch) (inches) preservative treated or fire retardant treated lumber
10d x 11/2 0.148 1'12 90,000 must be in accordance with Section 3.2.3 of this report.
10d 0.148 3 90,000 6.0 EVIDENCE SUBMITTED
16d x 2% 0.162 21/2 90,000
16d 0.162 3'/ 90,000 Data in accordance with the ICC-ES Acceptance Criteria for
For S1:1 inch=25.4 mm,1 psi=6.895 kPa. Joist Hangers and Similar Devices (AC13), dated October
2006(corrected March 2007).
Fasteners used in contact with preservative treated or fire 7.0 IDENTIFICATION
retardant treated lumber must comply with IBC Section
2304.9.5 or IRC Section R319.3,as applicable. The lumber The products described in this report are identified with a die-
treater or this report holder(Simpson Strong-Tie Company) stamped label indicating the name of the manufacturer
should be contacted for recommendations on minimum (Simpson Strong-Tie),the model number,and the number of
corrosion resistance of fasteners and connection capacities an index evaluation report (ESR-2523) that is used as an
of fasteners used with the specific proprietary preservative identifier for the products recognized in this report.
treated or fire retardant treated lumber. 8.0 OTHER CODES
4.0 DESIGN AND INSTALLATION
13.1 Evaluation Scope:
4.1 Design: In addition to the codes referenced in Section 1.0, the
The tabulated allowable loads shown in this report are based products in this report were evaluated for compliance with the
on allowable stress design (ASD) and include the load requirements of the following codes:
Page 3 of 10 ESR-2549
# 200S International Building Code®(2003 IBC) or fire retardant treated lumber must,as a minimum,comply
4 2003 International Residential Code®(2003 IRC) with UBC Section 2304.3.
# 2000 International Building Code®(2000 IBC) 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000
IBC,2000 IRC,and UBC:
# 2000 International Residential Code®(2000 IRC)
See Section 4.0 of his report.
# 1997 Uniform Building Code- (UBC)
8.5 Conditions of Use:
The products described in this report comply with, or are 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC:The
suitable alternatives to what is specified in,the codes listed
above,subject to the provisions of Sections 8.2 through 8.7. Simpson Strong-Tie products described in this report comply
with,or are suitable alternatives to what is specified in,those
8.2 Uses: codes listed in Section 8.0,subject to the same conditions of
8.2.1 2003 IBC,2003 IRC,2000 1113C,and 2000 IRC:See use indicated in Section 5.0 of this report.
Section 2.0 of this report. 8.5.2 UBC:The Simpson Strong-Tie products described in
8.2.2 UBC:Replace the information in Section 2.0 with the this report comply with,or are suitable alternatives to what is
following:Simpson Strong-Tie face-mount hangers are used specified in,the UBC,subject to the same conditions of use
as wood framing connectors in accordance with Section indicated in Section 5.0 of this report, except the last
2318.4.8 of the UBC. sentence of Section 5.5 is replaced with the following:
Fasteners used in contact with preservative treated or fire
8.3 Description: retardant treated lumber must, as a minimum, comply with
8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this UBC Section 2304.3.
report. 8.6 Evidence Submitted:2003 IBC,2003 IRC 2000 IBC,
8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this 2000 IRC,and UBC:
report,except modify Section 3.2.3 of this report to reference See Section 6.0 of this report.
Section R323.3 of the IRC. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000
8.3.3 UBC:See Section 3.0 of this report,except modify the IRC,and UBC:
first sentence in the last paragraph of Section 3.2.3 as See Section 7.0 of this report.
follows: Fasteners used in contact with preservative treated
i
Page 4 of 10 ESR-2549
TABLE 1-ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS
DIMENSIONS' FASTENERS2 ALLOWABLE LOADS'-4-5(ibs)
(inches) (Quantity-Type)
M NDEL Uplifte Download
W H B Header° Joist Co=1.33 Co=1.0 Co=1.15 Co 1.25
or
=1.6 10d 16d 10d 16d 10d 16d
LU24 18/18 3%s 1% 4 2-10dx1%n 245 445 530 510 610 555 665
LU26 18/16 4% 1% 6 4-10dx1'/z 490 665 800 765 920 830 1,000
LU28 18/16 63/8 1%z 8 6-10dx1'/z 735 890 1,065 1 1,025 1,225 1,110 1,300
LU210 19/16 713/16 1'/s 10 6-10dx1'/s 735 1,110 1,330 1,275 1,530 1,390 1,660
For SI: 1 inch=25.4 mm,1 Ibf=4.45 N.
1. Refer to Figure 1 (this page)for definitions of hanger nomenclature(W,H,B).
2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4.LU Series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the
joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position Is 0.125 inch(3.2 mm).
5.The quantity of 10d or 16d common nails specified in the"Header'column under'Fasteners"is required to achieve the tabulated allowable
toads shown in the Allowable Download°10d°or°16d°columns.
6.Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam,and have been
increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load
durations govem.
X164
e e
e
e
e
e e
e
FIGURE 1—LU SERIES HANGER
Page 5 of 10 ESR-2549
TABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS
DIMENSIONS' FASTENERS' ALLOWABLE LOADS'
MODEL (inches) (Quantity-Type) Ibs
uplift Download
No. Co=1.33 or CD=1.0 CD=1.15 Co=1.25
W H B Headers Joist =1,6 10d 16d 10d 16d 10d 16d
U24 18/16 31/a 2 4 2-10dx1'/2 240 445 530 510 610 555 665
U26 18/16 4314 2 6 4-10dx1'/2 480 665 800 765 920 830 1,000
U210 18/16 713/16 2 10 6-10dx1'/2 720 1,110 1,330 1,275 1,530 1,390 1,660
U214 18116 10 2 12 8-10dx1'/2 960 1,330 1,595 1,530 1,835 1,665 1,995
U34 28/16 33/6 2 4 2-10dx11/2 240 445 530 510 610 555 665
U36 28/16 53/8 2 8 4-10dx1'/2 480 890 1,065 1,025 1,225 1,110 1,330
U310 28116 87/6 2 14 610dx1'/2 720 1,555 1,860 1,790 2,140 1,940 2,330
U314 28116 101/2 2 1 16 6-10dx11/2 720 1,775 2,130 2,040 2,450 2,220 2,660
U44 38113 27/8 2 4 2-10d 295 445 530 510 610 555 665
U46 38/16 4718 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330
U410 38/1e 83/8 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330
U414 38116 10 2 16 6-10d 890 1,775 2,130 2,040 2,450 2,220 2,660
U24-2 31/a 3 2 4 2-10d 295 445 530 510 610 555 665
U26-2 31/e 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330
U210-2 31/e 81/2 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330
U66 5'12 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330
U610 51/2 81/2 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330
U210-3 51/2 73/4 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330
U24R 21116 36/a 2 4 2-10dx11/2 240 445 530 510 610 555 665
U26R 2'/1e 58/8 2 8 4-10dx11/2 480 890 1,065 1,025 1,225 1,110 1,330
U21OR 2'11e 91/8 2 14 6-10dx1'/2 720 1,555 1,860 1,790 2,140 1,940 2,330
U44R 41/16 2% 2 4 2-16d 355 445 530 510 610 555 665
U46R 41/16 4a/a 2 8 4-16d 710 890 1,065 1,025 1,225 1,110 1,330
U41OR 41/16 8'/s 2 14 6-16d 1,065 1,555 1,860 1,790 2,140 1,940 2,330
U66R 6 5 2 8 4-16d 710 890 1,065 1,025 1,225 1,110 1,330
U61OR 6 �8112 2 14 6-16d 1,065 1,555 1,860 1,790 2,140 1,940 2,330
For SI:1 inch=25.4 mm,1 IV=4.45 N.
1.Refer to Figure 2(this page)for definitions of hanger nomenclature(W,H,B).
2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties
3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4.U Series hangers provide torsional resistance,which Is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist
at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm).
5.The quantity of 10d or 16d common nails specified in the"Header"column under"Fasteners"is required to achieve the tabulated allowable
loads shown In the Allowable Download°10d°or°16d°columns.
6.Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam,and have been
increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load
durations govern.
7�
S
R
r
1 a E s}E 4 3
F �
# H
9 ° :
i'
FIGURE 2-U SERIES HANGER FIGURE 3a-HU SERIES HANGER FIGURE 3b-HUC SERIES HANGER
(See Table 2-above) (See Table 3-Next Page) (See Table 3,Footnote 3-Next Page)
Page 6 of 10 ESR-2549
TABLE 3--ALLOWABLE LOADS FOR THE HU/HUC SERIES JOIST HANGERS
HANGER DIMENSIONS' FASTENERS ALLOWABLE LOADS(Ibs)3•"'S
MODEL (Inches) (Quantlty-Type)
NO. Wifte Download
W H B Header Joist Co=1.33 or
=1.g Co=1.0 Cl)=1.15 Co=1.25
HU26 16116 31/16 2% 4-16d 2-10dxl'/2 240 535 615 670
HU28 16/16 5'/a 2'/a 6-16d 4-10dxl'/2 480 805 925 1,005
HU210 16/16 71/8 2% 8-16d 4-10dxl'12 480 1,070 1,230 1,340
HU212 1 /16 9 2% 10-16d 6-10dx1 /2 720 1,340 1,540 1,675
HU214 16/16 101/, 2% 12-16d 6-10dx1112 720 1,610 1,850 2,010
HU34 26116 '3/e 2 Y. 4-16d 2-10dx11/2 240 535 615 670
HU36 26116 53/6 2'/ 8-16d 4-10dx02 480 1,070 1,230 1,340
HU38 26/16 7'/e 2'/ 10-16d 4-10dx1 /2 480 1,340 1,540 1,675
HU310 26/16 87/e 2'/z 14-16d 6-10dx1'12 720 1,875 2,155 2,345
HU312 26116 105/8 2% 16-16d 671 0dz1 /2 720 2,145 2,465 1 2,680
HU314 26/16 123/6 2'/2 18-16d 8-10dxl'/2 960 2,410 2,770 3,015
HU316 Z/16 14 t6 2%2 20-16d 8 10dx1'/2 960 2,680 3,080 3,350
HU44 36/16 2'/8 2'/2 4-16d 2-10d 300 535 615 670
HU46 36/16 53/16 2'/z 8-16d 4-10d 605 1,070 1,230 1,340
HU48 36/16 613/18 2% 10-16d 4-10d 605 1,340 1,540 1,675
HU410 361,6 85/6 2%2 14-16d 6-10d 905 1,875 2,155 2,345
HU412 36/16 105/16 2% 16-16d 6-10d 905 2,145 2,465 2,680
HU414 36/16 1 /e 2 Y. 18-16d 8-10d 1,205 2,410 2,770 3,015
HU416 36/16 135/6 2% 20-16d 8-10d 1,205 2,680 3,080 3,350
HU66 5%2 4 t16 2'/z 8-16d 4-16d 715 1,070 1,230 1,340
HU68 5%2 513/16 2'/2 10-16d 4-16d 715 1,340 1,540 1,675
HU610 5%2 75/6 2% 14-16d 6-16d 1,070 1,875 2,155 2,345
HU612 5%2 9316 2%2 16-16d 6-16d 1,070 2,145 2,465 2,680
HU614 5% 11% 2 Y. I 18-16d 8-16d 1,430 2,410 2,770 3,015
HU616 5'/z 12"/1e 2'/2 20-16d 8-16d 1,430 2,680 3,080 3,350
HU24-2 31/8 3'/,s 2'/z 4-16d 2-10d 300 535 615 670
HU26-2 31/e 53/6 21% 8-16d 4-104 605 1,070 1,230 1,340
HU28-2 3'16 7 2'/ 10-16d 4-10d 605 1,340 1,540 1,675
HU210-2 31/e 813116 2% 14-16d 6-10d 905 1,875 2,155 2,345
HU212-2 3'/e 10/16 2%2 16-16d 6-10d 905 2,145 2,465 2,680
HU214-2 31/e 1213/16 2'/ 18-16d 8-104 1,205 2,410 2,770 3,015
HU 216 2 316 13'/6 2'/ 20-16d 8-10d 1,205 2,680 3,080 3,350
HU310-2 51/9 e/6 2%2 14-16d 6-10d 905 1,875 2,155 2,345
HU312-2 5'/e 105/6 2'/2 16-16d 6-10d 905 2,145 2,770 2,680
HU314-2 5/6 12516 2%2 18-16d 8-10d 1,205 2,410 2,770 3,015
HU210-3 4 1/16 8116 2'/2 14-16d 6-10d 905 1,875 --2,-155 2,345
HU212-3 4 1116 105/16 2'/ 16-16d 6-10d 905 2,145 2,465 2,680
HU214-3 411/1j 12'/16 2'/2 18-16d 8-10d 1,205 2,410 2,770 3,015
HU216-3 411/16 13'la 2'/z 20-16d 8-10d 1,205 2,680 3,080 3,350
For SI: 1 inch=25.4 mm,1 IV=4.45 N.
1.Refer to Figures 3a and 3b(previous page)for definitions of hanger nomenclature(W,H,B).
2,Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties
3.HU series hangers with widths(W)equal to or greater than 2 9116 inches(65 mm)are available with header flanges turned In(concealed)
and are identified with the model designation HUC#. See Figure 3b(previous page).
4.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
5.HU Series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the
joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm).
6.Allowable uplift loads have been Increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must
be reduced when other load durations govem.
Page 7 of 10 ESR-2549
TABLE 4-ALLOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS
DIMENSIONS' COMMON NAILS2 ALLOWABLE LOADS3,4
MODEL (inches) (Quantity-Type) (lbs)
NO. Uplifts Download
W H B Header Jolsts Co=1.33 or
=1.6 Co=1.0 Co=1.15 Co=1.25
LUS24 19/1, 3/, 1 !a 4 10d 2-10d 465 640 735 800
LUS26 19/16 43/4 13/4 4-10d 4-10d 930 830 955 1,040
LUS28 19/16 6s/8 13/, 6-10d 4-10d 930 1,055 1,215 1,320
LUS210 19/16 P/1e 13/4 8-10d 4-1Gd 930 1,275 1,465 1,595
LUS24-2 31, 3/. 2 4-16d 2-16d 440 765 880 960
LUS26-2 31/e 071s 2 4-16d 4-16d 1,140 1,000 1,150 1,250
LUS28-2 31/, 7 2 6-16d. 4-16d 1,140 1,265 1,455 1,585
LUS210-2 31/, 816/16 2 8-16d 6-16d 1,710 1,765 2,030 2,210
LUS214-2 31/, 1016/1$ 2 10-16d 6-16d 1,710 2,030 2,335 2,540
LUS44 AS 3 2 4-16d 2-16d 440 765 880 960
LUS46 39/1, 4'/ 2 4-16d 4-16d 1,140 1,000 1,150 1,250
LUS48 39/1, 6% 2 6-16d 4-16d 1,140 1,265 1,455 1,585
LUS410 39116 8% 2 8-16d 6-16d 1,710 1,765 2,030 2,210
LUS414 3911, 10'74 2 10-16d 6-16d 1,710 2,030 2,335 2,540
For SI:1 inch=25.4 mm,1 Ibf=4.45 N.
1.Refer to Figure 4(this page)for definitions of hanger nomenclature(W,H,B).
2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3.Tabulated allowable toads must be selected based on duration of load as permitted by the applicable building code.
4.When LUS Series hangers support joists,they provide torsional resistance,which is defined as a moment of not less than 75 pounds(334
N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is
0.125 inch(3.2 mm).
5.Joist nails must be driven at a 45 degree angle through the joist into the header/beam(double shear nailing)to achieve the tabulated loads.
6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads
must be reduced when other load durations govern.
X.
C.
FIGURE 4-LUS SERIES HANGER
Page 8 of 10 ESR-2549
TABLE 5-ALLOWABLE LOADS FOR THE MUS SERIES HANGERS
DIMENSIONS COMMON NAJLS2 ALLOWABLE LOADS"
Inches Qua -T Ibs
MODEL Uplifts Download
NO. W H B Header Joist Co=1.33 or
=1.6 Co=1.0 CD=1.15 Co=1.25
MUS26 111/16 53/18 2 6-10d 6-10d 1,090 1,310 1,505 1,640
MU 28 1 /18 _el, 2 8-10d 8-10d 1 1,555 1 1,750 2,010 2,185
For SI:1 inch=25.4 mm,1 Ibf=4A5 N.
1.Refer to Figure 5(this page)for definitions of hanger nomenclature(W,H,B).
2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4.When MUS series hangers support solid-sawn joists,they provide torsional resistance,which is defined as a moment of not less than 75
pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position
of the joist is 0.125 inch(3.2 mm).
5.Joist nails must be driven at a 45 degree angle through the joist Into the header/beam(double shear nailing)to achieve the tabulated loads.
6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads
must be reduced when other load durations govern.
FIGURE 5-MUS HANGER(see Table 5) FIGURE 6-HUS SERIES HANGER(see Table 6)
TABLE 6-ALLOWABLE LOADS FOR THE HUS SERIES HANGERS
DIMENSIONS' COMMON NAILSZ ALLOWABLE LOADS"
(inches) (Quantity-Type) (Ibs)
MODEL Upllfte Download
W H B Header Jolst Co=1.33 or
= Co=1.0 Co=1.15 Co=1.25
1.6
HUS26 15/$ 5118 3 14-16d 6-16d 1,550 2,565 2,950 3,205
HUS28 16/8 71/1e 3 22-16d 8-16d 2,000 3,585 3,700 3,775
HUS210 1% -V l,. 3 30-16d 10-16d 2,845 3,775 3,920 4,020
HUS46 39/16 46/1. 2 4-16d 4-16d 1,080 1,005 1,115 1,255
HUS48 7/1. 6 6/18 2 6-16d 6-16d 1,550 1,505 1,730 1,885
HUS410 39/16 816/1s 2 8-16d 8-16d 2,160 2,010 2,310 2,510
HUS412 3'/l8 10/4 2 10-16d 10-16d 2,700 2,510 2,885 3,140
HUS26-2 31/6 53/18 2 4-16d 4-16d 1,080 1,005 1,115 1,255
HUS28-2 31/e 73/16 2 6-16d 6-16d 1,550 1,505 1,730 1,885
HUS210-2 3'/a 93116 2 8-16d 8-16d 2,160 2,010 2,310 2,510
HUS212-2 3% 11 2 10-16d 10-16d 2,560 2,510 2,885 3,140
For SI:1 inch=25.4 mm,1 pound=4.45 N.
1.Refer to Figure 6(this page)for definitions of hanger nomenclature(W,H,B).
2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4.Where HUS series hangers support solid-sawn joists,they provide torsional resistance,which Is defined as a moment of not less than 75
pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position
of the joist is 0.125 Inch(3.2 mm).
5.Joist nails must be driven at a 45 degree angle through the joist Into the header/beam(double shear nailing)to achieve the tabulated loads.
6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed.The allowable uplift loads
must be reduced when other load durations govern.
Page 9 of 10 ESR-2549
TABLE 7-ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS
DIMENSIONS' COMMON NAILSz ALLOWABLE LOADe4
(inches) (Quantity-Type) (Ibs)
MODEL
NO. Uplllle Download
W H B Header Jolsta
CD=1.33 or CD=1.0 C0=1.15 CI)=1.25
=1.6
HHUS26-2 36!18 9/,. 3 14-16d 6-16d 1,550 2,580 2,965 3,225
HHUS28-2 36116 71/2 3 22-16d 8-16d 2,000 3,885 4,470 4,855
HHUS210-2 3611. 9'18 3 30-16d 10-16d 2,855 5,190 5,900 5,900
HHUS46 Al. 5114 3 14-16d 6-16d 1,550 2,580 2,965 3,224
HHUS48 3% 71/e 3 22-16d 8-16d 2,000 3,885 4,470 4,855
HHUS410 36 1g 9 3 30-16d 10-16d 2,855 5,190 5,900 5,900
For SI:1 inch=25A mm,1 IV=4.45 N.
1.Refer to Figure 7(this page)for definitions of hanger nomenclature(W,H,B).
2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4.Where HUS series hangers support solid-sawn joists having a maximum depth of 11 inches,they provide torsional resistance,which is
defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of
the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm).
5.Joist nails must be driven at a 45 degree angle through the joist Into the header/beam to achieve the tabulated loads.
6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads
must be reduced when other load durations govern.
s h-2° 4
a
s • •
0 �(
• s �`
•
� � 4
•
FIGURE 7-HHUS SERIS HANGER(see Table 7) FIGURE 8--SUR/L SERIES HANGER(see Table 8)
TABLE 8-ALLOWABLE LOADS FOR THE SUR/SUL SERIES JOIST HANGERS
DIMENSIONS' FASTENERS ALLOWABLE LOADS9.4
(Inches) (Quantity-Type) (Ibs)
MODEL NO. Uplift Download
W H B Al A2 Header Joist C,) 1.33 or
=1.6 C0=1.0 CD=1.15 CD=125
SURIL24 1%, 3'/18 2 1'/, 1%4 4-16d 4-10dx1 /z 450 530 610 665
SURIL26 1 /18 5 2 7% 11/4 6-16d 6-10dx11/2 720 800 960 1,000
SURIL26-2 3'/a 41611. 26/a 1'/z 2 is 8-16d 4-16dx1 /z 710 1,065 1,225 1,330
SURIL210 18/18 89/10 2 1'/a 1'4 10-16d 10-10dx1'/2 1,200 1,330 1,530 1,660
SURIL214 1 18/18 1 10 1 2 1 11/a 1 114 12-16d I 12-10dxl'/2 1,440 1 1,595 1 1,835 1 1,995
SUR/L210-2 1 3'/8 811/1. 26/8 1'/2 2918 14-16d 6-16dx2'/2 1,065 1,860 2,140 2,330
SUR/L414 3/1. 12'/z 26/8 1 29/a 18 16d 8 16dX2'/z 1,420 2,395 2,500 2,500
For SI:1 inch=25.4 mm,1 IV=4.45 N.
1.Refer to Figure 8(this page)for definitions of hanger nomenclature(W,H,B).These hangers have a 45°skew.
2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4.Where SURIL series hangers support solid-sawn joists,they provide torsional resistance,which is defined as a moment of not less than 75
pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position
of the joist is 0.125 inch(3.2 mm).
5.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads
must be reduced when other load durations govern.
Page 10 of 10 ESR-2549
TABLE 9—ALLOWABLE LOADS FOR THE HSURIHSUL SERIES JOIST HANGERS
DIMENSIONS' FASTENERS2 ALLOWABLE LOADS 1.4
(inches) (Quantity-Type) (lbs)
MODEL NO. Up11ft8 Download
W H B Al A2 Header Joist CD 1.33 or
=1.6 Cn=7.4 Co=1.75 Cn=7.25
HSURIL26-2 3'18 415/,Q el,, 1'/4 231,8 12-16d 4-16dx2'/2 715 1,610 1,850 2,000
HSURIL210-2 3'/s 811/,8 2'118 1'/4 23/,8 20-16d 6-16dx2'12 1,070 2,680 3,080 3,350
HSUR/1-214-2 3'/8 12"/18 2'118 1%4 23/18 26-164 8-16dx2'/2 1,430 3,485 4,005 4,355
HSUR/L46 3s/,e 4314 2'/1e 1 23/18 12-16d 4-16d 715 1,610 1,850 2,000
HSUR/1-410 39/,B 8112 2'118 1 23/,8 20-16d 6-16d 1,070 2,680 3,080 3,350
r
HSUR/L414 3 s/18 121/, ell, 1 23/18 26-164 8-164 1,430 3,485 4,005 4,355
For SI: 1 Inch=25.4 mm,1 Ibf=4.45 N.
1.Refer to Figure 9(this page)for definitions of hanger nomenclature(W,H,B).These hangers have a 45°skew.
2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties.
3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code.
4.Where HSUR/L series hangers support solid-sawn joists,they provide torsional resistance,which is defined as a moment of not less than
75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical
position of the joist is 0.125 inch(3.2 mm).
5.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads
must be reduced when other load durations govem.
A-,
0
a
W
FIGURE 9—HSURIL SERIES HANGER
. T
MIAMI- E MIAMI-DADE COUNTY
PRODUCT CONTROL SECTION
DEPARTMENT OF PERMITTING,ENVIRONMENT,AND REGULATORY 11805 SW 26 Street,Room 208
AFFAIRS(PERA) Miami,Florida 33175-2474
BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599
NOTTCE OF ACCEPTANCE NOA wvw.mlamhaade.eov/,perR1
PGT Industries
1070 Technology Drive
North Venice,FL 34275
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 PERA-
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. PERA
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:Series"SH-500 Vinyl"White PVC Single Hung Window—L.M.L
APPROVAL DOCUMENT:Drawing No.5191-1,titled"Vinyl Single Hung Window,Large Missile
Impact",sheets 1 through 11 of 11,dated 08/07/08 with revision C dated 10/07/11,prepared by
manufacturer,signed and sealed by Anthony Lynn Miller,P.E.,bearing the Miami-Dade County Product
Control Revision 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
L"ELING:Each unit shall bear a permanent label with the manufacturer's name or logo,city,state,
model/series,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 revises NOA#08-0820.14 and consists of this page 1 and evidence pages E-1 and E-2,as well
as approval document mentioned above.
The submitted documentation was reviewed by Manuel Perez,P.E.
NOA No.11-1013.19
M � .�',bu�rr E ration Date: January 08,2014
Approval Date: December 08,2011
Page 1
PGT Industries
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
A. DRAWINGS
1. Manufacturer's die drawings and sections.
2. Drawing No.5191-1,titled"Vinyl Single Hung Window, Large Missile Impact",
sheets 1 through 11 of 11,dated 08/07/08 with revision C dated 10/07/11,prepared by
manufacturer,signed and scaled by Anthony Lynn Miller,P.E.
B. TESTS
1. Test reports on: 1)Air Infiltration Test,per FBC,TAS 202-94
2)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94
3)Water Resistance Test,per FBC,TAS 202-94
4)Large Missile Impact Test per FBC,TAS 201-94
5)Cyclic Wind Pressure Loading per FBC,TAS 203-94
6)Forced Entry Test,per FBC 24113.2.1,TAS 202-94
along with marked-up drawings and installation diagram of a vinyl fixed window,
prepared by Fenestration Testing Laboratory,Inc.,Test Report No.FTL-5710,dated
08/13/08,signed and sealed by Carlos S.Rionda,P.E.
(SubmWed under previous NOA#08.0820.14)
2. Test reports on: 1)Air Infiltration Test,per FBC,TAS 202-94
2)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94
3)Water Resistance Test,per FBC,TAS 202-94
4)Large Missile Impact Test-per FBC,TAS 201-94
5)Cyclic Wind Pressure Loading per FBC,TAS 203-94
6)Forced Entry Test,per FBC 24113.2.1,TAS 202-94
along with marked-up drawings and installation diagram,prepared by Architectural
Testing,Inc.,Test Report No.ATI-84576.01-401-47,dated 10/31/08,signed and
sealed by Joseph A.Reed,P.E.
(Submitted under previous NOA #08-0820.14 For Reference only)
C. CALCULATIONS
1. Anchor verification calculations and structural analysis,complying with FBC-2007
and FBC-2010,dated 11/25/08 and updated on 10/07/11,signed and sealed by
Anthony Lynn Miller,P.E.
2. .. Glazing complies with ASTM El 300-04
D. QUALITY ASSURANCE
1. Miami-Dade Department of Permitting,Environment,and Regulatory Affairs(PERA).
Manuel
P.E.
Produet Copt 7JEx iner
NOA No. 13.19
Expiration Date: January 08,2014
Approval Date: December 08,2011
E-1
PGT Industries
NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED
E. MATERIAL CERTIFICATIONS
1. Notice of Acceptance No.10-0922.09 issued to E.I.DuPont DeNemours&Co.,Inc.
for,their"DuPont Butacite@ PVB,Interlayer"dated 12/24/10,expiring on 12/11/11.
2. Notice of Acceptance No. 06-1220.01 issued to Spectus Systems-A Mikron
Company for their"White Rigid PVC Exterior Extrusions for Windows and
Doors"dated 01/11/07,expiring on 12/26/11.
F. STATEMENTS
1. Statement letter of conformance to the FBC-2007 and FBC-2010,dated 10/07/11,
signed and sealed by Anthony Lynn Miller,P.E.
2. Statement letter of Ao financial interest,dated 10/07/11, signed and sealed by Anthony
Lynn Miller,P.E.
3. Laboratory compliance letter for Test Report no.ATI-84576.01401-47,issued by
Architectural Testing,Inc.,dated October 31,2008,signed andsealed by Joseph A.
Reed,P.E. (Submitted under NOA#08-0820.14 For Ref erence only)
G. OTHER
1. Notice of Acceptance No. 08-0820.14,issued to PGT Industries for their Series"SH-
500 Vinyl"White PVC Single Hung Window-L.M.I.,approved on 01/08/09 and
expiring on 01/08/14.
anue•Pie ez,P.E.
Product Con of F
fteminer
NOA NB-.fl-1013.19
Expiration Date: January 08,2014
Approval Date: December 48,2011
E-2
GENERAL NOTES:LARGE MISSILE IMPACT SINGLE HUNG BOX FRAME AND INTEGRAL FIN WINDOWS NOA DRAWING TABLE OF CONTENTS
SHEET
1.GLAZING OPTIONS: GENERAL NOTES................ .»..............1
A.314°LAMI I.G.GLASS COMPRISED OF(1)LITE OF MB"TEMPERED OR ANNEALED GLASS, AIRSPACE AND 5118"LAMINATED GLASS WHICH IS COMPRISED ELEVATIONS. ....„..„..„..»....„.........„2
OF(2)LITES OF 118'ANNEALED GLASS WITH AN.080 INTERLAYER OF DUPONT PVS. GLAZING DETAILS.......................„..........3
S.718”LAMI I.G.GLASS COMPRISED OF(1)LITE OF 118”TEMPERED OR ANNEALED GLASS,AIRSPACE AND 5118°LAMINATED GLASS WHICH IS COMPRISED GLAZING DETAILS...............................4
OF(2)LITES OF 118°ANNEALED GLASS WITH AN.090 INTERLAYER OF DUPONT PVB. SECTIONS,I.F.FRAME..... ....................5
SECTIONS,BOX FRAME..„..»..„..„»..»...8
2.CONFIGURATIONS*III AND PROViEW PARTS LIST.»..»....».„..„..».._...„_.__....7
EXTRUSIONS...............».................»».»..8
3.DESIGN PRESSURES:-701+$0 PSF(ALL GLASS TYPES LISTED ABOVE) ANCHORAGE SPACING.BOX FRAME..9
ANCHORAGE DETAILS,BOX FRAME..».10
A.NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300-02. ANCHORAGE DETAILS,I.F.FRAME_.11
B.POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300.02.
C.IF A TEMPERED CAP IS USED MAX.DP IS-W/+M PSF. S:•� ;
4.ANCHORAGE:THE 33113%STRESS INCREASE HAS NOT SEEN USED IN THE DESIGN OF THIS PRODUCT. MATERIALS. INCLUDING BUT NOT LIMITED TO STEEL
SCREWS,THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE,CURRENT EDITION.
SEE SHEETS 9 THROUGH 11 FOR ANCHORAGE DETAILS.
5.SHUTTERS ARE NOT REQUIRED FOR UNITS LESS THAN W.
S.REFERENCES:TEST REPORTS FTL-5710.
ANSVAF&PA NDS-2001 FOR WOOD CONSTRUCTION
ADM 2000 ALUMINUM DESIGN MANUAL
7.THIS PRODUCT HAS BEEN DESIGNED&TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY
HURRICANE ZONE{HVHZ).
PRODUcru V sM
d�8cataplykUNA the Flmift
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.0 folaml D 2P10iBCI1PDA78 P.M BQXIm 1(bt Single Hun Wbdow a Mfsslfe fm of
arose mr4 0� N0105119,P 334 yC,lby Berms ' aory ser ua.aavw am A.LYltlfi!MIL!LLI�,P.E
G.@ mpg ! NTS 1 w 11 6181-1 (; FL P.E.#58705
653/8'FRAME O.D.
62 IV MAX
48"FDCED WIDTH DLO 62 v6"MAX
48'FDiED WIDTH DLO
SEE SHEET 9 4118"O.G.
MAX FORANCHORAGE MAX TMYP. MAX TW'•
REQUIREMENTS
MAX
/ 33 314° / 33 314"
I= FD=
HEIGHT DLO HEIGHT DLO
78" 76"
MAX. Tj MAX
w O 18" O 781/4° O
MAX. FRAME
O.D.
A
SASH / 3i
SASFt SASH
/ HEIGHT DLO / HEIGHT DLO
X X PRODUCF RBVISCiD.
D=wl!Waplema
1-d0 2114"
!PNO
MAX 46 S/4"SASH WIDTH DLO 45 3/4"SASH WIDTH DLO MAX redaM
7YP.
BOX FRAME INTEGRAL FIN
MAX.SIZE=52.125°X 76" MAX.SIZE a 5112W X 75°
�� O?••gN3E '�•*�i
NOTE: �G ?�
1.FOR BOX FRAME SECTIONS SEE SHEET 6 AND ANCHORAGE INFORMATION SEE SHEETS 9 AND 10. 'k: No
2.FOR INTEGRAL FIN FRAME SECTIONS SEE SHEET 5 AND ANCHORAGE INFORMATION SEE SHEET11.
D.O. ft/16'DB A�hA PBRMIAM1fFDADFLEi7ERna7MttY31lA9 0 �� •' 81P
,vrotecrato�oorORnre cEVanonts =,,�o, ..,FO....
D.G. tuf�a a ADOeoWMAXam�vsrovraRCUCraan r�at�Arronr IU%WhMD.sa�s � �n !S le Hu Window to mAwletm 8d lllkF ......i.�`
JJ fOYQ?/!t D No�fANOB7ws P�rg im Mme u0mo a A.LY�1tV'A41lLL#P.E.
NOKOM�,FL94274 yBermr 8i NTS 2 +1T 5191-1 C FLP.E.#68705
D.f; G8l07
3/4"OVERALL GLASS NOMINAL 3W OVERALL GLASS NOMINAL
15"LAMI GLASS NOMINAL 19"LAM[GLASS NOMINAL
1B"ANNEALED 1/S"ANNEALED
GLASS GLASS
AIRSPACE AIRSPACE-
.090 DUPONT .090 DUPONT
1/S"TEMPERED OR PVB INTERLAYER U5"TEMPERED OR PVB INTERLAYER
ANNEALED GLASS 1/0"ANNEALED ANNEALED GLASS 1/8"ANNEALED
GLASS GLASS
35 oR 36 35 oR 36
39 G1L ASS NOM 39 GLASS BE
41 41
OUTSIDE oursrDe
El
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O O PRODUO'r REY!"
Pxpirea-DaW IL-
OPTIONAL 4 OPTIONAL 3 Sy P
FUWGF FL"GE
3/4"LAMI I:G.GLAZING DETAIL 3/4"LAMI I.G.GLAZING DETAIL �y LYN�!•MU� ;�.,�
WITH 5/16"LAMI GLASS AND.1/8"CAP WITH 5/16"LAMI GLASS AND 1/8"CAP °,. ;.ms 's ''•.�c'
BOX OR INTEGRAL FIN FRAME BOX OR INTEGRAL FIN FRAME
(BOX FRAME SHOWN) (INTEGRAL FIN FRAME SHOWN)
ra Lo,�+I
aa t-r em A MAffAnernaosce"MVA7Wl4 W8 A
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DETAILS •...FLOp
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oam nom NOKOM�FL84474 VgslLjrBemer eea aYmae 6ac BAsoe en - non A LYNUCa�ILL�n,PE
D.G.o �� 8x600 FuU 3 0 11 6191-1 C FL P.E.#68705
-7/8*OVERALL GLASS NOMINAL 7/8°OVERALL GLASS NOMINAL. -
18°LAMI GLASS NOMINAL 18"LAMI GLASS NOMINAL
1k?"ANNEALED 118°ANNEALED
GLASS GLASS
AIRSPACE AIRSPACE—
000 DUPONT .080 DUPONT
lwTEMPERED0R__j PVO INTERLAYER 118°TEMPERED OR PVS INTERLAYER
ANNEALED GLASS 118"ANNEALED ANNEALED GLASS 1/8"ANNEALED
GLASS GLASS
31 OR 3 31 OR 32
39 G'irOs 39 . GLAASSWE
40 40 y�
IUD
OUTSIDE OUTSIDE
a
0
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ao
0 0
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OPTIONAL 4 OPTIONAL 3 �
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7/8"LAMI I.G.GLAZING DETAIL 7/8"LAMI I.G.GLAZING DETAIL LYNN i4N
WITH 5116"LAMI GLASS AND 1/8"CAP WITH 5/16"LAMI GLASS AND 118"CAP 1 §,.• cENSF 'A
BOX OR INTEGRAL FIN FRAME BOX OR INTEGRAL FIN FRAME
•Ar;' No.68705 ;•
(BOX FRAME SHOWN) (INTEGRAL FIN FRAME SHOWN)
role' s;
Aa Ham A PER IA/AAfAAOELETTMOA7®140VOO •:rtI`
GLAZING DETAILS :gyp • s7r. .. 2,
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D.G. ow/08
DAYLIGHT OPENING 3ASHi
1 OPTIONAL
11 31 32 12 FLANGE
1
35 38
0 1 0
40 41
3 69
40 41
OPTIONAL DAYLIGHT 31
40 41 OUTSIDE FLANGE OPENING FT 32
DAYLIGHT OPENING 35
TYP.
WINDMWIDTI 1 38
HORIZONTAL SECTION
(INTEGRAL FIN) 5 8
WINDOW
40 41 HEI RHT
8 11
1 DAYLIGHT
OPENING
PRODUCE RSVISBD
as C=Vlyw&*th ow rim ma
13 ea5a�"$cAaa
HOT 40 41 e.Paa`I >o 1¢
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DAYLIGHT OPENING SASH
—
2 OPTIONAL
11
[V2! 12 FLANGE 2
Damn
2
0 40 41
3J 50
- 40 41
OPTIONAL DAYLIGHT 31
40 41 OUTSIDE FLANGE 0PENINo
32
1 NX DAYUGHTOPENINO 35
TYP.
WINDOW 36
HORIZONTAL SECTION
(BOX FRAME) 5 9
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HO HiT
6 11
40 41 DAYUGHT
OPENING
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4 H� 40 41 13 4
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HOT WELD CORNER ASSEMBLY VERTICAL SECTION 4 * No.88705
(BOX FRAME) (BOX FRAME)
— Ct.
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toro n oiaoymme SECTIONS BOX FRAME ",'�c` ...... .. G�I
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va OBro" BHa� hlalf 6 , if 5181-1 C FL P.E.#58705
ITEM DWG NO. PART# DESCRIPTION ITEM DWG NO. PART# DESCRIPTION 215
1 9M 65183 NTEGRAL FIN PRA-W WAD&JAWS 718°LAN LG.GA88:1I8°THFFRmOUmOARD-
2 a" 60871 BOXFRANEHEAD&JAMB 31 AIRSPACE-118 ANNrALFD-.090PJBNIERIAYER-
3 9520 05104 NTEGRALFNFRANESILL IWAMJEALED(5/18°LAMS o
4 9870 60870 13OXFRAMESLL M LAN LG.GIASM1/rANNEALEOOUTBOARD-
8 7940 86102 FXMMEErMRAL 32 AIRSFA CE-1A°ANNEMJM-.090PJBNTEISAYE2- -035-1 ITEM 40,
6 7128.1 85103 MEUMRALR93ffOROMOff 18°AhMLE)(0116°LAN4)
7 1 7842 66109 SASH STOP I.G. BEAD
8 8873 65117 BALANCECOVER3 34 MAIL:White Ridged PVC
9 7082 65105 SASHNTERLOCK by MIKRON Industres,Inc.
10 81844W WSTP.,.167X.270FNSEAL 314°LAM LaQLAMIffT8AVED OUTBOARD- DWG NO.6492
11 7=1 68114 SASHRENFOR(ENENT 35 AIRSPACE.1/r°ANNFALE)-.740PdBMMAYE2-
12 7743 85174 SASHSDEWIL 118°ANNEAL GLAS .IIWA . 272
13 7746 88113 SASIiL.FTRAL 314"LANLLG.GLASS 918°ANNEAL®OLR80ARD- .
14 1749 716808P LIRSUPPORTRA7E 36 AIRSPACE-VB°ANN ALE)-MOWS WTERLAYE2-
1s 188110 71094 TLTBALANCESHOES 1�°ANI4EAI.�(Sfl8°LANJg
10 1660 7PPHPSBPF PlVOTBARS 87 ITEM 41,
17 70208SIAW CAM80JB3PL(X2( sLxXNECOWI,l� SDL BEAD
18 781338UON CAMI8WEPLOO(K�PHt
19 79803WP WETPHOLECOVER 40 8492 08112 GLAZNGWAD MATU White Ridged PVC
20 7876RHTL RHTLTLATCN 41 8483 65148 SDLGLAZNGBEAD by MIKRON Industries,Ina
21 787OLM LHTLTLATOH DWG NO.84M
22 7166W ALUM SCRSNSUPRMPLATE
23 71038W MALL HOLE PLUS
24 71884K SET l NO BLOCK
25 71OMK SETTNGBLO(2(-SE.FAOH68NE
25 78X1FPrM 6XVMIMH(410 88 PANTED)
27 7812PPfM 8 X 92°FH(410 SR PANTED)
28 78X2TPA4,OX 8XrTHVWLSCRBNSS
29 74
7SX114FMB41OX X1114°
30- 8XIFPAX JMXV
41
PRODUCT PJM$BD
Q .050 B8I �th°PLCZLd%
1 1. 7 _jL 1ww N
1. 18 Dare i4
.074 BY
Mieoo, �
ITEM 11,
SASH REINFORCEMENT ,II,1T
ITEM 5, MAIL:Alum.(6083-T8)
ITEM 6, ITEM 9, DWG NO.7092.1
FIXED MEETING RAIL FIXED MTG. RAIL REINF. SASH INTERLOCK "UCEnISF• ,
MAIL White Ridged PVC MAIL Alum.(6063-T6) MAIL White Ridged PVC
by MIKRON Industries,Inc. DWG NO.7126.1 by MIKRON Industries,Inc.
DWG NO.7M DWG NO.7092
D.G.omdew VAN MAV08 R PER MlR&DADELE77ERDATED10R1lo ITIA-T
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ITEM 2,
ITEM 3, INTEGRAL FIN SILL BOX FRAME HEADMAMB oPnONAL ITEM 4,
MAIL White Ridged PVC by MIKRON Industries,Inc. MAIL:White Ridged PVC
r DWG NO.9285 by MIKRON Industries,Inc. FLANGE BOX FRAME SILL
FLANGE DWG N0.9288 MAIL:White Ridged PVC
by MIKRON Industries,Inc.
DWG NO.9286
OPTIONAL
FLANGE
.647
3.2
1.
• 1. 80 •�
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SASH SIDE RAIL SASH LIFT RAIL
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by MIKRON Industries,Inc. by MIKRON Industries,Inc, \\ r
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MAIL•White Ridged PVC by MIKRON industries,Inc. —
DWG NO.9287 = is i w=
flow
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ABLE 1QUANTITIES WIN VUI ANCHORAGE NOTES FOR BOX FRAME:
View 1.ANCHOR TYPES: 1-3/18`ULTRACONS
1H 16 20 24 28 32 36 40 44 48 52118 2410SCREWS
FTXBd Sash 2.ANCHOR LOCATIONS ARE BASED ON THE
FOLLOWIING DIMENSIONS.
36 24 HEAD- (°MAX.FROM TOP CORNERS
1 1 1 1 JAMBS-V MAX.FROM TOP CORNERS•
W 2b 46 30 CNOT TO EXCEDE 114 OF TOTAL WINDOW HEIGHT)
8°MAX.FROM BOTTOM CORNERS
I 1 1 2 2 4e MIN.BELOW MTG.RAIL
N 30 64 38 1 1 1 1 1 2 1 1 2 1 2 SILL-ANCHORS NOT REQUIRED
0 35 621/2 42 1 2 —172- 1 1 2 2 2 2 2 2 2 * 3 QUANTITIES USING TH ADJACENT ENTABLE NAL CRITERIA OF
NOTE 2.
W 40 2 2 2 2 2 2 3 3
4.ANCHORAGE SHOWN FOR BOX FRAME WITH OR WITHOUT
H 45 54 2 2 2 2 2 2 2 2 OPTIONAL FLANGE.
E 5.FOR INTEGRAL NAIL FIN FRAME ANCHORAGE,SEE SHEET 11.
1 60 2 a
O 55 66 111 WINDOW
H 3 521W
T 60 72 2 3 2 3 3 2 3 3 3 4
82112 75 3 3 3 3 3 3 3 3 3 1 4 1 3 ..
Bcample:62.126 x 76 For 1/1 Window s
3 ♦Anchors required in the head — ——
3 4 --
Anchors required below the KM — —
Anchors required above the MTR
Example:52.125 x 62.500 For View Windows VIEW WINDOW 'RODUCrRSVLSaD
62118` wllherot+torida
3 Head- r_371 Aecoptmm No .
3 4
r2—"2
Sash* BY Dde
Fked" I FIXED AH —
NOTEFORVIBNWIDOWSUSEVIEWFVMWINDOWHEIGHTFORANCHORQUANT(iYINHEADAND 821p2' — tnII
ABOVETHEMTR,AND USET HEVEVH SASH WNDOW HEIGHT FORANCHORQUANTITY BELOW THE MTR ``\���ONt LYNN Mlz
MAMIUM HEIGHT FOR VIEW WIDOW 6 621/2'. *. Li SASH No.58705
NOTE:FOR VIEW WINDOW THE LARGEST CAN NOT EXCEED THE TESTED SIZE �'.I �z
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DO OtY07/08 C FL P.E.#58705
2x WOOD BUCK
610 SCREW (SEE NOTE 3)
1!4°MAX.SHIM 3"MIN.
3MIN.
(SEE NOTE 3)
OPTIONAL FLANGE
SCREW
OPTIONAL FLANGE
JAMB W/BOX FRAME HEAD W/BOX FRAME
THROUGH FRAME INTO 2x WOOD THROUGH FRAME INTO 2x WOOD
1x WOOD SUCK
(SEE NOTE 3)
1318'MIN. `}' ?;,`•° ti
3.6 KSI MIN.CONCRETE
�S,• ..4'M 4., � •'+'• 7 3/6'MIN.
1!4"MAX.SHI OR 1.6 KSI MN:CMU -�
.OPTIONAL
FLANGE
• 'r p 1!4"
' •i' MAX.
- !�► SHIM
• 3118'ULTRACON
1xWOODBUCK
(SEE NOTE 3) 3118'ULTRACON
OPTIONAL FLANGE
JAMB W/BOX FRAME HEAD W/BOX FRAME om
THROUGH FRAME INTO CONCRETE THROUGH FRAME INTO CONCRETE *140 d11Cd°
1x BUCK OPTIONAL 1x BUCK OPTIONAL a14 NOTES:
1.FOR CONCRETE APPLICATIONS IN MIAMaDADE COUNTY,USE ONLY MIAMI-DARE COUNTY APPROVED 3/1S'ULTRACON.EMSEDED 1318"MIN..DISTANCE FROM ANCHOR
TO CONCRETE EDGE IS 1"MINIMUM.
2.FOR WOOD APPLCATIONS IN MIAMI-DADE COUNTY.USE#10 STEEL SCREW,EMBEDED 1 3!8"MIN.. 111 I L a f
3.WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1 112°.1x WOOD BUCKS ARE OPTIONAL IF UNIT
CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE.WOOD BUCKS DEPICTED AS 2x ARE 1 1I2'THICK OR GREATER. INSTALLAMON TO THE SUBSTRATE OF WOOD ``����Or1V LYNN
BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION �; �GENSE •.Fp
4.FOR ATTACHMENT TO ALUMINUM:THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 8083-T6 MID A MINIMUM OF•1/8"THICK.THE ALUMINUM STRUCTURAL MEMBER 1
SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WIDOW FRAME SIMILAR TO THAT SHOWN IN THESE DETAILS FOR 2x WOOD BUCKS.THE ANCHOR SHALL * No.58705
BE A 910 SHEET METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM.IF THESE CRITERIA ARE MET,THE RESPECTIVE DESIGN PRESSURES AND ANCHORAGE
SPACING FOR ULTRACONS MAY BE USED. + '
D.G. 1f/Z6IpB A PERL1LYLaAADELCTTB2DATEU lA/SflOB A f+F '• �
1WOTEQHNOLt?OY I)RINB ANCHORAGE DETAILS-BOXFRAME 'OAF••..FtoR117p;.••'
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D.O.am/08 p NOIf06LtS Ft342T4 Vlstbly Harass NTS 10 -if 5181-1 1 C FL P.E.#58705
2x WOOD BUCK
(SEE NOTE 2)
1/4°MAX.SHIM-1 I+- 113'DIA.X 1 I/X NAIL, 2x WOOD BUCK
W MAX FROM (SEE NOTE 2)
CORNER&41W O.C..
° 114"MAX
SHIM
OPTIONAL
FLANGE O OPTF ILAONd
114°
MAX. �
V8'DLA.x 1 We NAR, SHIM
2114'MAX FROM 118°DUI.x 1 I&NAIL,
CORNER&41B'OZ-
OPTIONAL MAX FROM
CORNER&41l8'O.C.. 2x WOOD BUCK
OPTIONAL FLANGE (SEE NOTE 2)
JAMB W/NAIL FIN HEAD W/NAIL FIN SILL W/NAIL FIN
THRU NAIL FIN INTO WOOD FRAMING THRU NAIL FIN INTO WOOD FRAMING THRU NAIL FIN INTO WOOD FRAMING
zonUCrl:BVlst�
Uret�Ida
No
NOTES: M
1. FOR INTEGRAL FIN APPLICATIONS IN MIAMI-DADE COUNTY,USE 118'DIAL x 1 1P2°NAIL-
2.WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1 112'. 1x WOOD
BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE.WOOD SUCKS DEPICTED AS 2x ARE 11/2°THICK OR \t I 1!I
GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING y LYMV
JURISDICTION.
3.FOR ATTACHMENT TO ALUMINUM:THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 8083-115 AND A MINIMUM OF 11W THICK THE 1 Q� \\CEN @F•.,Fp
ALUMINUM STRUCTURAL.MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT SHOWN IN �* N0,58705
THESE DETAILS FOR 2x WOOD BUCKS.THE ANCHOR SHALL BE A#10 SHEET METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM.
IF THESE CRITERIA ARE MET,THE RESPECTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR ULTRACONS MAY BE USED.
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1 I
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Bcs Home I Log In 1 user Regsaatan rat Toms 1 Subma Surcharge 1 Steft&Facts! 1 Pubicatans i Fat:staff 1 BM sae Map 1 Lrds 1 Search 1
,4 Product Approval
nes
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1afton
Product Anmoval Menu>Product or AppB291Qn Search>AppHmWn list>AppGoOm DelaB
FL# FL4904-R5
Application Type Revision
Code Version 2010
Application Status Approved
*Approved by DCA.Approvals by DCA shall be reviewed and ratified by
the POC and/or the Commission if necessary.
Comments
Archived
Product Manufacturer Masonite international
Address/Phone/Email 1955 Powis Road
West Chicago,IL 60185
(615)441-42581
sschrelber@masonite.com
Authorized Signature Steve Schreiber',
sschrel ber@maspnite.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Exterior Doors
Subcategory Swinging Exterior Door Assemblies
I
Compliance Method Certification Mark or Usting
Certiflcation Agency National Accreditation&Management Institute,
Validated By National Accreditation&Management Institute,
Referenced Standard and Year(of Standard) Standard Year
TAS 201 1994
II� TAS 202 1994
TAS 203 1994
Equivalence of Product Standards
Certified By
I
Product Approval Method Method i Option A �� `✓'
1.
Date Submitted 10/12/2011 G
Date Validated 03/18/2012
Date Pending FBC Approval
6/4/2012 4:29 PM
1 t
Date Approved 03/26/2012
Summary of Products
FL# Model,Number or Name Description
4904.1 Wood-edge Steel Side-Hinged Door 6'-8"{'Opaque I/S and O/S Single Door
Units
Limits of Use Certl#cadon Agency Certificate
Approved for use In HVHZ:Yes FL49p4 R5 C CAC NI006110 01 odf
Approved for use outside HVHZ:Yes Quality Assurance Contract Expriration Date
Impact Resistant:Yes 1213 L/2014
Design Pressure:+76.0/-76.0 Installation Instructions
Other:Evaluated for use in locations adhering to the Florida FL4904 R5 II FLO128.pdf
Building Code including the High Velocity Hurricane Zone,and Verified By: National Aareditation&Management Institute,
where pressure requirements as determined by ASCE 7, Created by Independent Third Party:
Minimum Design Loads for Buildings and Other Structures, Evaluation Reports
does not exceed the design pressures listed.3'-0"x 6'-8"max FL4904 R5 AE 504A.odf
nominal size.When large missile impact resistance is Created by Independent Third Party:Yes
required,hurricane protective system is NOT required.See
DWG-MA-FLO128-05 for details.
4904.2 Wood-edge Steel Side-Hinged Door 8'-0"Opaque I/S and O/S Single Door
Units
Limits of Use Certification Agency Certificate
Approved for use In HVHZ:Yes FL4904 115 C CAC NI006110.02.odf
Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date
Impact Resistant:Yes 12/311/2014
Design Pressure:+70.0/-70.0 Installlation Instructions
Other.Evaluated for use in rations adhering to the Florida FL4904 R5 II FL0129.odf
Building Code including the High Velocity Hurricane Zone,and Verified By: National Accreditation&Management Institute,
where pressure requirements as determined by ASCE 7, Created by Independent Th ird Party:
Minimum Design Loads for Buildings and Other Structures, Evaluiatlon Reports
does not exceed the design pressures listed.3'-0"x 8'-0"max FL4904 115 AE 503A.odf
nominal size.When large missile Impact resistance Is Created by Independent Third Party:Yes
required,hurricane protective system is NOT required.See
DWG-MA-FLO129-05 for details.
4904.3 Wood-edge Steel Side-Hinged Door 6'-8"Opaque I/S and O/S Door w/or w/o Sidelites
Units
Limits of Use Certification Agency Certificate
Approved for use In HVHZ:Yes FL4904 R5 C CAC NI006110 01 Pf
Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date
Impact Resistant:Yes 12/311/2014
Design Pressure:+55.0/-55.0 Installation Instructions
Other:Evaluated for use in locations adhering to the Florida FL4904 115 H FL0128.pdf
Building Code Including the High Velocity Hurricane Zone,and Verified By: National Accreditation&Management Institute,
where pressure requirements as determined by ASCE 7, Created by Independent Third Party:
Minimum Design Loads for Buildings and Other Structures, Evaluation Reports
does not exceed the design pressures listed. 12'-0"x 6'-8" FL4004 R5 AE 502A.pdf
max nominal size.When large missile Impact resistance is Created by Independent Third Party:Yes
required,hurricane protective system is NOT required on
opaque panels,but is required on glazed panels.See
DWG-MA-FLO128-05 for details.
4904.4 Wood-edge Steel Side-Hinged Door 81-0"!Opaque I/S Door w/or w/o Sideiites
Units
Limits of Use Certification Agency Certificate
Approved for use in HVHZ:Yes FL4 04 115 C CAC NI006110.02.pdf
Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Data
Impact Resistant:Yes 12/31/2014
Design Pressure:+45.0/-50.0 Installation Instructions
Other:Evaluated for use in locations adhering to the Florida FL4904 R5 II FL0129.Ddf
Building Code Including the High Velocity Hurricane Zone,and Verified By: National Accreditation&Management Institute,
where pressure requirements as determined by ASCE 7, Cre ted by Independent Third Party:
Minimum Design Loads for Buildings and Other Structures, Evali ration Reports
does not exceed the design pressures listed.12'-0"x 8'-0" FL4904 R5 AE 501A.t%If
max nominal size.When large missile Impact resistance is Created by Independent Third Party:Yes
required,hurricane protective system Is NOT required on
opaque panels,but is required on glazed panels.See
DWG-MA-FLO129-05 for details.
4904.5 Wood-edge Steel Side-Hinged Door 8'-0"I Opaque O/S w/or w/o Sldeiites
Units
6/4/2012 4:29 PM
W
Limits of Use Certifgcatlon Agency Certificate
Approved for use in HVHZ:Yes FL49Q4 R5 C CAC NI006110.02.gdf
Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date
Impact Resistant:Yes 12/31/2014
Design Pressure:+50.0/-45.0 Installation Instructions
Other:Evaluated for use In locations adhering to the Florida FL49Q4 115 II FL0129.pdf
Building Code including the High Velocity Hurricane Zone,and Verifldd By:National Accreditation&Management Institute,
where pressure requirements as determined by ASCE 7, Created by Independent Third Party:
Minimum Design Loads for Buildings and Other Structures, Evaluation Reports
does not exceed the design pressures listed.12'-0"x 8'-0" FL49Q4 R5 AE 501A.pdf
max nominal size.When large missile Impact resistance is Created by Independent Third Party:Yes
required,hurricane protective system is NOT required on
opaque panels,but Is required on glazed panels.See
DWG-MA-FLO129-05 for details.
4904.6 W Steel Side-Hinged Door 6'-8"Glazed I/S and O/S Door w/or w/o Sidelites
Limits of Use Certification Agency Certificate
Approved for use In HVHZ:Yes FL4904_115—C. CAC NIO06110.03.odf
Approved for use outside HVHZ:Yes Qualify Assurance Contract Expiration Date
Impact Resistant:No 12/31/2014
Design Pressure:+50.5/-50.5 Installation Instructions
Other.Evaluated for use In locations adhering to the Florida FL4904 R5 II FL0130.pdf
Building Code including the High Velocity Hurricane Zone,and Verified By: National Accreditation&Management Institute,
where pressure requirements as determined by ASCE 7, Created by Independent Third Party:
Minimum Design Loads for Buildings and Other Structures, Evalulation Reports
does not exceed the design pressures listed.12'-0"x 6'-8" FL49Q4 R5 AE 502A.odf
max nominal size.When large missile Impact resistance is Created by Independent Third Party:Yes
required,hurricane protective system is required.See
DWG-MA-FLO130-05 for details.
4904.7 Wood-edge Steel Side-Hinged Door 8'-0"Glazed I/S Door w/or w/o Sidelites
units
Limits of Use Certification Agency Certificate
Approved for use In HVHZ:Yes FL49Q4 115 C CAC NI006110.04.pdf
Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date
Impact Resistant:No 12/31/2014
Design Pressure:+40.0%45.0 Installation Instructions
Other.Evaluated for use In locations adhering to the Florida FL4904 R5 II FL0131.pdf
Building Code Including the High Velocity Hurricane Zone,and Veriflied By: National Accreditation&Management Institute,
where pressure requirements as determined by ASCE 7, Created by Independent Third Party:
Minimum Design Loads for Buildings and Other Structures, Evaluation Reports
does not exceed the design pressures listed.12'-0"x W-0" FL4994 115 AE 501A.pdf
max nominal size.When large missile impact resistance is Created by Independent Third Party:Yes
required,hurricane protective system Is required.See
DWG-MA-FLO131-05 for details.
4904.8 Wood-edge Steel Side-Hinged Door 8'-0"Glazed O/S Door w/or w/o Sldelites
Units
Limits of Use Certification Agency Certificate
Approved for use In HVHZ:Yes FL4904 R5 C CAC N1006110.04.pdf
Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date
Impact Resistant:No 12/31./2014
Design Pressure:+45.0/-40.0 Installation Instructions
Other:Evaluated for use in locations adhering to the Florida FL4964 R5 H FL0131.Ddf
Building Code Including the High Velocity Hurricane Zone,and Verified By:National Accreditation&Management Institute,
where pressure requirements as determined by ASCE 7, Created by Independent Third Party:
Minimum Design Loads for Buildings and Other Structures, Evalujation Reports
does not exceed the design pressures listed.12'-0"x W-0" FL4904 R5 AE 501A.odf
max nominal size.When large missile Impact resistance is Created by Independent Third Party:Yes
required,hurricane protective system Is required.See
DWG-MA-FLO131-05 for details.
Contact Us::1940 forth Monroe Street.Taflabalmo FL 32399 Phone:850-487-1824
The State of Florida Is an AA/E80 employer Comtrlght 2007-2010 S M of Fbdda.:} ::Aacesstertr Staternend::Refund Statern
Udder Florida low,e-mafl addresses are pubik records.If you do not want your e-mar address reWsed b response to a pulAc-records request,do not semi electronic mar
to tht entity.Instead,contact the office by ploee or by traditional mal V you have any nit rs regarding DBl�ts ADA web aocesslbrry,please contact our web Master at
webmasLerCd dbnrstaMfi.us
Product Approval Aaoepts:
6/4/2012 4:29 PM
00
fas'oaa�c ovERaLL FRAME wloTt o co
21„ MAX U O
36.375" MAX. -.� co
SIDE-HINGED WOOD-EDGE STEEL DOOR UNIT D•L•O• PANEL WIDTH 37.5" MAX. Q
6'-8"DOUBLE DOOR WITH/WITHOUT SIDELITES w/ASrRACAL r AUE wlorH C)
�O
GENERA! NQTES ® ® ® U<[
i. EVALUATED FOR USE IN LOCATIONS ADHERING TO �U
THE FLORIDA BUILDING CODE AND WHERE PRESSURE _
REQUIREMENTS AS DETERMINED BY ASCE 7, MINIMUM -u L U
DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES. U)
DOES NOT EXCEED THE DESIGN PRESSURES LISTED. y' m
2. HURRICANE PROTECTIVE SYSTEM (SHUTTERS) IS NOT REQUIRED ON
OPAQUE PANELS, BUT IS REQUIRED ON GLAZED SIDEUTES.
3. IN THE HVHZ, FACTORY PRIMED DOORS MUST BE PAINTED IN
ACCORDANCE WITH SECTION 2220 OF THE FBC. i7
4. POLYURETHANE CORE FLAME SPREAD INDEX OF 50 y
AND SMOKE DEVELOPED INDEX OF 60 PER ASTM E84.
5. PLASTICS TESTING OF LITE FRAME MATERIAL:
TEST DESCRIPTION DESIGNATION RESULT
SELF IGNITION TEMP ASTM 01929 1 740 'F > 650 'F i y�
RATE OF BURNING ASTM D635 0.77 IN MIN
SMOKE DENSITY ASTM D2M 13.4%
TENSILE STR ' ASTM D638 7.50% DIFF
• COMPARATIVE TENSILE STRENGTH AFTER WEATHERING
4500 HOURS XENON ARC METHOD 1
DOUBLE 0R UNIT W/ ID/S .1EL TAG
comcdmft
DOwi
U
G.I
13 ® 1313 ® 13 1313 ® 13 1313 1313 1313aa" Z
rl m 0 &1
'D ri V
ou u 0, 0 .0 01 Li u 00 -ou O.`EQ=
�j L
OS^p -
SINGLE DOOR UNIT DOUBLE DOOR UNIT SINGLE DOOR UNIT SINGLE DOOR UNIT IS NGLE„Dog UNJT W,/ ID m DOURLE DQQR UNIT W S1D �
WITH SIDELCTE WITH SIDELI2E W O U CD Z
WHERE WATER INFILTRATION PERFORMA CE IS
DESIGN PRESSURE RATING REQUIRED TO BE 15X OF DESIGN PRESSURE DAM- 7/11/05
TABLE OF CONTENTS RONFIG WID IN NG 0 SWI IN ,/.,SHEET DESCRIPTION 37.5 +78.0 -76. +78.0 -76.0 +19.0 -19.0 +5 .0 -55. N.rS•
EL A ONS & GENERAL N TES 7 +55. -55. +55.0 -55A +19.Q -19.0 + DW3. SWS
2 0 IN L TIONS & AI S 7 + b. - + 5. -5b. +19.0 - +55.0 -55.0 cH K.BY;
112. + .0 - .0 +55. - 5. +1 .0 +55.0 -55.0 KURT BALTHAZOR uaamarw rw,,
3 ANCHORING L TI NS & DETAILS 149 + 5.fl - +55.0 -55.0 +19.0 -19.0 +55.0 -5 . FLORIDA P.E. WG-MA-Ft0128-06
#56533
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SSE DETAIL Z
O
ASTRAGAL RETAINER BOLT HOLE N
10 x 2" MUST BE DRILLED THROUGH =$w sg7i
#8 x 2-1/2" # #8 x 2-1/2 THE THRESHOLD & INTO THE a0 z
#10 x 518" STRUCTURE DEEP ENOUGH o z a
#8 x 2-112" #10 x 1" FOR A 1.375" THROW ^o
#10 x 5/8"
q
#10 x 3/4" DETAIL "F" ASTRAGAL O0 �N o
#10 x 2" SAIL "E" ASTRACzA 10 tT/8"rasa.am) 4m�N-
FRAME DOOR ATTACH ASTRAGAL RETAINER BOLT DOW gas W/ + D900RATM INSERT
ALUM.STEEL OR BUTYL SPACER
DETAIL "D" STRIKE PLATE TO FRAME 1/2"WE o o m o
DETAIL AS SHOWN. . ga X 1-1/2°PNS z
TYPICAL
mkm to wo 7/11/05
0.962"{ C IFb Alra a- �f ~=� 4 N.T.S.
7.375" By "� Oft t, SWS
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T T •. DRAWM No.:
INSWING THRESHO OUTSWING THRESHOLD TYPICAL GLAZING DETAIL DM-MA—PLO128--05
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ATTACHMENT DETAIL NO.-
1. ANCHOR ANALYSIS FOR LOADING CONDITIONS PREPARED, o
SIGNED AND SEALED BY LUIS R. LOMAS, PE
(FLORIDA #62514) WITH THE LOWEST (LEAST) N
FASTENER-RATfNG FROM fi4E DIFFERENT FASTENERS - - -
BEING CONSIDERED FOR USE. JAMB, HEAD, AND Ntn'o ar
THRESHOLD FASTENERS ANALYZED FOR THIS UNIT INCLUDE a
#10 WOOD SCREWS OR 3/16" TAPCONS. A PHYSICAL HARDWARE SCHEDULE aAw
SHIM MUST BE PLACED IN SHIM SPACE AT EACH ANCHOR Q
LOCATION. TAPCON EDGE DISTANCE MIN 2-1/2". 1. KWIKSET SERIES 400 GRADE 3 CYLINDRICAL LATCH AND ° -
SERIES 980 GRADE 1 DEADLOCK HARDWARE TO BE INSTALLED
2. MULLIONS TO BE 2-1/2" X 4-3/8" STRUCTURAL GRADE o
FJ PINE ON CONTINUOUS HEAD AND SILL UNITS. BACK TO AT 5-1/2" CENTERLINE.
BACK JAMB UNITS JOINED WITH 1" X 1/2" LONG 2. 4 X 4" FULL MORTIS!^ BUTT HINGES
CORRUGATED FASTENERS LOCATED 3" FROM EACH END
AND MAXIMUM 7" O.C. OR #10 X 2" FLAT HEAD WOOD
SCREWS LOCATED 6" FROM EACH END AND MAXIMUM ,'
12" O.C. 1.5�" 1.25° a., -------t: w c v Z
3. THE WOOD SCREW SINGLE SHEAR DESIGN VALUES COME FROM MI 0.25" MIN 22�5c"
ANSI/AF&PA NDA FOR SOUTHERN PINE LUMBER AND ACHEIVEMENT sM . w 7/11/05
CL CL OF 1-1/2" MINIMUM EMBEDMENT, THE TAPCON MUST ACHIEVE Ad�dAlo10M N.T.S.
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MINIMUM EMBEDMENT OF 1-1/4". , Calt Na:_,_at,o°ar,n,- Z�.l�., m S' SWS
4. WOOD BUCKS BY OTHERS MUST BE ANCHORED PROPERLY TO i"' Do ? _- •' :
TRANSFER LOADS TO STRUCTURE. DPAWM
5• MINIMUM DESIGN VALUE STRENGTH OF ANCHORS 171 LBS. TYPICAL WOOD BUCK TYPICAL MASONRY MG-MA--FW12a_05
ANCHOR INSTALLATION ANCHOR INSTALLATION
SHE.r_4 OF_L