HomeMy WebLinkAboutProduct Approval 03/13/2017-2:24pm masonb VAProjects\_2014-MPS\400 Wind Charts\ Reference\00-MPS14-400 Series C&C(Current)Gordon.dwg--
5th ED. FLORIDA BUILDING CODE (2014) & ASCE 7-10 "ASD" WIND VELOCITY = 170 MPH L MRH <_ 60'
DESIGN LOADS FOR COMPONENTS AND CLADDING EXPOSURE 'C' BASED ONKd=0.85
INTERIOR ZONE 4 PRESSURES I EXTERIOR ZONES PRESSURES ENCLOSED STRUCTURE,FLAT TERRAIN
Mean DESIGN PRESSURES(PSF)-ZONE 4 Mean DESIGNPRESSURES(PSF)-ZONES INSTRUCTIONS FOR TABLE USE:
Roof Tributary Area(Sq Ft)^ Roof Tributary Area(Sq Ft) 1. TABLES ARE INTENDED TO DEPICT-THE-WORST CASE'PRESSURES.'WORST CASE'IS
10 15 20 25 30 �q0 50, eight 10 15 20 25 30 35 40 45 50 DEFINED AS THE CRIUCACGONQITION-OFANYZINKNOWN VARIABLE AS DESCRIBED BELOW.
ro
USE OF CRITICAL CO�DITIONSREQUIR FOR\U, E'S'VTH THESE TABLES.
-41.0 -40. -39.3 -38.7 -38.3 3 9 -+- -3T" '0 -50.6 -48.6 -47.2 -46.1 -45.2 -44.5 -43.8 -43.2 -42.7 2. TABLES VALID ONTYjO [�GI�EFROOF HEIGHT AS LIMTED ABOVE.
CO-ll:tft
1 %0-15 ft 3 TABLES VALID F R�%LL R OF PE' 'SWI? S.APPLICABLE REDUCTIONS FOR ROOF SLOPES
+37.8 +36, +36.1 +35.5 +35.1 +3 7 '+4 4':1' 3_y' +37.8 +36.8 +36.1 +35.5 +35.1 +34.7 +34.4 +34.1 +33.8 Q �N)
% LESS THAN 10°SHALL B'PERF, E B ENGINEER IG A SITE SPECIFIC CONDITION.
16 ft -41.6 -40.5 -39.3 -38.8 3 r4 �; ].��3 �8 3 6 16 ft -51.3 -49.3 -47.8 -46.7 -45.8 -45.1 -44.4 -43.8 -43.3 q.IDENTIFY THE BllkLdI GM_EArI(AVE GE ROOF HEIGHT.IF THE MEAN ROOF HEIGHT
+38.3 +37.3 +36.6 +36.0 +35.6 +3 .2-±3 . 34.6 4 ? +38.3 +37.3 +36.6 +36.0 +35.6 +35.2 +34.9 +34.6 +34.3 CANNOT BE IDENTIFIEDIJ�US PEAK R•0 '1@IG�'T.
-42.1 -41.1 -40.3 -39.8 -39.3 -38.9 3^6 38.3- '-` .0 -52.0 -49.9 -48.5 -47.3 -46.4 -45.6 -45.0 -44.4 -43.8 S. ALWAYS ROUND b�00F�, E _H O EXI\`, OLE VALUE OR CONSERVATIVE ASSUMPTION.
17 ft - 17 f[ 6.CALCULATE THE TRIBIJ�T AR OF HE OPENING IN QUESTION(HEIGHT*WIDTH)OR
+38.8 +37.8 +37.1 +36.5 +36.0 +35.6 +353- _-+34.7 +38.8 +37.8 +37.1 +36.5 +36.0 +35.6 +35.3 +35.0 +34.7 THE SPAN LENGTH(HEIGHT))-P.I E BY AN EFFECTIVE WIDTH THAT NEED NOT BE ESS
-42.6 -41.6 -40.8 -40.3 -39.8 -39.4 -39.1 -38.8 -38.5 -52.6 -50.5 -49.0 -47.9 -47.0 -46.2 -45.5 -44.9 -44.4 THAN ONE-THIRD THE SPAN LENGTH(HEIGHT 3/3).USE THE AREA BETWEEN STRUCTURAL
18 ft ARY
+39.3 +38.2 +37.5 +36.9 +36.5 +36.1 +35.7 +35.4 +35.2 18 ft +39.3 +38.2 +37.5 +36.9 +36.5 +36.1 +35.7 +35.4 +35.2 AREA OPENIOF AN OPENING CANNOT BE IDENTINGS ONLY-THIS INCLUDES AREAS FIED,T E MOST CRITICAL(10 SQUARE FETWEEN STRUCTURAL MULLS. IF THE EET)SHALL
-43.1 -42.0 -41.3 -40.7 -40.3 -39.9 -39,5 -39.2 -38.9 -53.2 -51.1 -49.6 -48.5 -47.5 -46.7 -46.0 -45.4 -44.9 BE USED.ALWAYS ROUND TRIBUTARY AREA DOWN TO THE LESSER TABLE VALUE.FOR LARGER
19 ft +39.7 +38.7 +37.9 +37.4 +36.9 +36.5 +36.1 +35.8 +35.6 19 f[ +39.7 +38.7 +37.9 +37,4 +36.9 +36.5 +36.1 +35.8 +35.6 TRIBUTARY AREAS THAN PUBLISHED,USE THE LARGEST PUBLISHED VALUE.
7.IDENTIFY THE ZONE OF THE OPENING AS INTERIOR(ZONE 4)OR EXTERIOR(ZONE 5)PER
-43.6 -42.5 -41.7 -41.2 -40.7 -40.3 -39.9 -39.6 -39.4 -53.8 -51.7 -50.1 -49.0 -48.0 -47.2 -46.5 -45.9 -45.4 THE FIGURE OR INFORMATION BY OTHERS. ANY QUESTIONABLE OPENING IS TO BE
20 ft +40.2 +39.1 +38.3 +37.8 +37.3 +36.9 +36.5 +36.2 +36.0 20 f[ +40.2 +39.1 +38.3 +37.8 +37.3 +36.9 +36.5 +36.2 +36.0 CONSIDERED THE MORE CRITICAL(EXTERIOR)ZONE.
-44.0 -42.9 -42.2 -41.6 -41.1 -40.7 -40.4 40.0 -39.8 -54.3 -52.2 -50.7 -49.5 -48.5 -=47.7-=47. 8.READ OFF POSITIVE AND NEGATIVE PRESSURES FOR USE AS REQUIRED BY THE LOCAL
-46.4 -45.8 MUNICIPALITY IN ACCORDANCE WITH CODE.
21 ft +40.6 +39.5 +38.7 +38.2 +37.7 +37.3 +36.9 +36.6 +36.3 21 ft +40.6 +39.5 +38.7 +382-,_�37. +36:9 L+36" +36.3 9.FOR SITUATIONS THAT REQUIRE Kd=1.0,TABLE VALUES ARE UNDER-DESIGNED BY A
s--:.8 -46.3 FACTOR OF 1.18.VERIFY Kd REQUIREMENTS WITH LOCAL MUNICIPALITY PRIOR TO TABLE USE.
22 ft -qq'4 -43.4 -42.6 -42.0 -41.5 -41.1 -00.7 -40.4 -40.2 22 ft -54.9 -52.7 -51.2 -Si:0 ,.5 6
+41.0 +39.9 +39.1 +38.5 +38.0 +37.6 +37.3 +37.0 +36.7 +41.0 +39.9 +39.1 +40.5 4�38: 37t6 , 7:_g ,37.0 +36.7 GENERAL NOTES'
23 ft -44'9 -43.8 -43.0 -42.4 -41.9 -41.5 -41.1 -40.8 -40.5 23 ft -55.4 -53.2 -51.6 -5 .4 .6 -4.9 47.3 -46.7 1. TABLES ARE TO BE USED IN CONFORMANCE WITH"ALLOWABLE STRESS DESIGN
+41.4 +40.3 +39.5 +38.9 +38.4 +38.0 +37.6 +37.3 +37.0 +41.4 +40.3 +39.5 +3?.g �+3,. �+�38_.0 7 ]- 3 3 +37.0 METHODOLOGY"PER ASCE 7-10 SECTION 2.4.1 AND CHAPTER 30 PART 1 OR 3,USING THE
-45.3 -44.2 -43.4 -42.8 -42.3 -41.9 -41.5 -41.2 -40.9 -55.9 -53.7 -52.1 -50�� '9-49.II" -:4 - :7 -47,1 CRITERIA AS OUTLINED HEREIN.
24 ft THE WIND SPEED AND
+41.7 +40.6 +39.8 +39.2 +38.7 +38.3 +38.0 +37.6 +37.4 24 ft +41.7 +40.6 +39.8 +39.2 +38.7 1_-+38.0 +37.6 +37.4 EXPOSURE SPECIFIED.2.DESIGN IS BASED OTHESE TABLES NOT FORN THE 3 SECOND GUST(SENW WITH ESSENTIAL) FACILITIES OR ASSEMBLY
-45.7 -44.5 -43.8 -43.1 -42.6 -42.2 -41.9 -41.5 -41.3 -56.4 -54.1 -52.6 -51.3 -50.3 -49.5 -48.8 -48.1 -47.S OCCUPANCIES. TOPOGRAPHIC FACTOR Kzt=1.0 FOR FLAT TERRAIN USE ONLY. THESE TABLES
25 ft +42.1 +41.0 +40.2 +39.6 +39.1 +38.7 +38.3 +38.0 +37.7 25 ft +42.1 +41.0 +q0.2 +39.6 +39.1 +38.7 +38.3 +38.0 +37.7 NOT VALID FOR HILLY TERRAIN.INTERNAL PRESSURE COEFFICIENT(GCpl=+/-0.18)FOR USE
WITH AN ENCLOSED STRUCTURE ONLY.VERIFY USE OF Kd(DIRECTIONALITY FACTOR)WITH
26 ft 1-46.0 -44.9 -44.1 -43.5 -43.0 -42.6 -42.2 -41.9 -41.6 26 ft -56.8 -54.6 -53.0 -51.8 -50.8 -49.9 -49.2 -48.5 -47.9 LOCAL BUILDING DEPARTMENT.HVHZ=HIGH VELOCITY HURRICANE ZONE.TABLES ARE FOR
+42.4 +41.3 +40.5 +39,9 +39.4 +39.0 +38.6 +38.3 +38.0 +42.4 1+41.3 1+40.5 +39.9 +39.4 +39.0 +38.6 +38.3 +38.0 WALLS AND VERTICAL SURFACES ONLY.
27 ft -46.4 -45.3 -44.5 -43.9 -43.3 -42.9 -42.5 -42.2 -41.9 27 f[ -57.3 -55.0 -53.4 -52.2 -51.2 -50.3 -49.6 -48.9 -48.3 3•THESE CHARTS ARE NOT VALID AS A SITE-SPECIFIC DRAWING. THESE TABLES ARE ONLY
VALID WHEN SIGNED&RAISED SEALED BY FRANK L.BENNARDO,P.E.
+42.8 +41.6 +40.8 +40.2 +39.7 +39.3 +38.9 +38.6 +38.3 +42.8 +41.6 +40.8 +40.2 +39.7 +39.3 +38.9 +38.6 +38.3 4.THIS SPECIFICATION IS INTENDED TO ILLUSTRATE DESIGN WIND PRESSURES AS LISTED.
46.8 -45.6 -44.8 -44.2 -43.7 -43.2 -42.9 :=42:5'--42 -57.7 -55.4 -53.8 -52,6 -51.6 -50.7 -49.9 -49.3 -48.7 USE OF THESE TABLES AND CORfESPONDING WIND VELOCITY,EXPOSURE,AND OTHER
28 ft 28 ft COEFFICIENTS LISTED HEREIN$HAL'L•tBE,DICTATEDAND VERIFIED BY THE GOVERNING
+43.1 +42.0 +41.2 +40.5 +40.0 +316: +39 9 +38:.__ +43.1 +42.0 +41.2 +40.5 +40.0 +39.6 +39.2 +38.9 +38.6 BUILDING DEPARTMENT AND_1 I OLDER�NO,. ARRANTY FOR APPLICABILITY OF TABLE
-47.1 -46.0 -45.1 -44.5 -44.0 4 6 -4 -4 :6 -58.1 -55.9 -54.2 -53.0 -51.9 -51.1 -50.3 -49.7 -49.1 VALUE USE IS OFFERED�,ERFLN: ..Y_�-,., j
29 ft ) 29 ft S.THIS SPECIFICAT)O ISS OT`IfEP�QED •,LO,FER ANY PRODUCT APPROVED
+43.4 +42.3 +41.5 +40.8 +40.3 +31.9,;±39 + 9;2�8, 8_ ! +43.4 +42.3 +41.5 +40.8 +40.3 +39.9 +39.5 +39.2 +38.9 CERTIFICATION. REF6RP TO 6. EP./\I2AT€,LYg QYMITTED TEST CRITERIA AND OTHER
30 ft -47.4 -46.3 -45.5 -44.8 -44.3 -41 Tt.
y 14 Ty < 30 ft -58.6 -56.3 -54.6 -53.3 -52.3 -51.4 -50.7 -50.0 -49.4 APPROVALS FOR DES GN=8�IpI,,iSTpCL/,\TION�)��NFO(�MATION AND APPLICABILITY OF THESE TABLE
+43.7 +42.6 +41.8 +41.1 +40.6 +4 2 t +39.5 39�.„ +43,7 +42.6 +41.8 +41.1 +40.6 +40.2 +39.8 +39.5 +39.2
VALUES WHICH IS TOB VE PALLED BY4`OTyE IS __ ACCORDANCE WTH GOVERNING CODES.
6.ADHERE TO ALL L L PA OTE O Y TEM ORDINANCES.
32 ft -48'1 -46.9 -46.1 -45.4 -44.9 44 .g41 ,,;_3.8!�;�-4 .5 g2 ft -59.4 -57.0 -55.4 -54.1 -53.0 -52.1 -51.4 -50.7 -50.1 7,NO CERTIFICATION F.ERED FOF2T E I GRTY OF THE HOST STRUCTURE.
-- +44.3 +43.2 +42.3--+41.7 +41.2 +40.7 -+40.3 �'4'0�, 9.-7--- - - +44.3--+43.-2--+42.3 +41:7 -+41..2 +40.7. -+40:3--+40.0 +39.7 -8•-EXCEPT AS EXBRESSL ViDEp;�dEREIN,NO-ADDITIONAL CERTIFICATIONS OR
-49.0 -47.8 -47.0 -46.3 -45.8 -45.3 -44.9 -44.6 -44.3 -60.5 -58.1 -56.4 -55.1 -54.0 -53.1 -52.3 -51.7 -51.0 AFFIRMATIONS ARE INTENDED.
35 ft +45.2 +44.0 +43.1 +42.5 +42.0 +41.5 +41.1 +40.8 +40.5 35 ft +45.2 +44.0 +43.1 +42.5 +42.0 +41.5 +41.1 +40.8 +40.5 a=10%OF LEAST HORIZONTAL DIMENSION OR 40%OF 4.RE
PEAK ROOF
-50.4 -49.2 -48.3 -47.6 -47.1 -46.6 -46.2 -45.9 -45.5 -62.2 -59.8 -58.0 -56.7 -55.6 -54.6 -53.8 -53.1 -52.5 WHICHEVER IS SMALLER,BUT NOT LESS THAN 4%OF EHEIGHT
40 ft 40 ft DIMENSION OR 3FT(Sm).USE ZONE 5 IF AT ALL IN QUEMEAN
- -+46.5- +45.2 +44.4 -+43.7 +43.1 +42.7. +42.3 +41.9.-+41.6 -- --- +46.5 +45.2 +44.4 +43.7 +43.1 -+42.7 _+42.3 -+41.9 -+41.6 AN ENGINEER FOR MORE SPECIFIC INTERPRETATION IF _ -
-51.7 -50.4 -49.5 -48.8 -48.3 -47.8 -47.4 -47.0 -46.7 -63.8 -61.3 -59.5 -58.1 -57.0 -56.0 -55.2 -54.5 -53.8 ROOF --
45 ft 45 ft a aI`VE HEIGHT
+47.6 +46.4 +45.5 +44.8 +44.2 +43.8 +43.3 +43.0 +42.6 +47.6 +46.4 +45.5 +44.8 +44.2 +43.8 +43.3 +43.0 +42.6 ROOF
-52.8 -51.5 -50.6 -49.9 -49.3 -48.9 -48.4 -48.1 -47.7 -65.2 -62.6 -60.8 -59.4 -58.3 -57.3 -56.4 -55.7 -55.0 IGHT
50 ft 50 ft
+48.7 +47,4 +46.5 +45.8 +45.2 +44.7 +44.3 +43.9 +43.6 +48.7 +47.4 +46.5 +45.8 +45.2 +44.7 +44.3 +43:9 +43.6
55 ft -53.9 -52.6 -51.7 -50.9 -50.3 -49.9 -49.4 49.0 -48.7 55 ft -66.5 -63.9 -62.1 -60.6 -59.4 -58.4 -57.6 -56.8 -56.1 Jr ® 1 /
+49.7 +48.4 +47.4 +46.7 +46.1 +45.6 +45.2 +44.8 +44.5 +49.7 +48.4 +47.4 +46.7 +46.1 +45.6 +45.2 +44.8 +44.5
-54.9 -53.6 -52.6 -51.9 -51.3 -50.8 -50.3 -49.9 -49.6 -67.8 -65.1 -63.2 -61.7 -60.5 -59.5 -58.6 -57.9 -57.2 ELEVATION 60ft +50.6 +49.3 +48.3 +47.6 +47.0 +46.5 +46.0 +45.7 +45.3 60ft +50.6 +49.3 +48.3 +47.6 +47.0 +46.5 +46.0 +45.7 +45.3 WALL ZONE FIGURES ISOMETRIC
O o REMARKS GSS CHKD DATE 5TH ED. FLORIDA BUILDING CODE ENGINEERING o A o rn�
D O INIT ISSUE GSS TSB 03/05/12 70
m 3 REV-ADJUSTED HEIGHTS GSS TSB 04/09/12 COO
(2014) EXPRESS° ? \ wO
~ REV 2014 FBC DGM TSB 06/10/15 9 m Z
ASCE 7-10, CHAPTER 30 CORRORATEOFFICE: Z I o
z m160 SW 12th AVENUE, SUITE 106 m _ n
I� DESIGN LOADS FOR COMPONENTS &CLADDING DEERFIELD BEACH, FL 33442 0
= MASTER PLAN SHEET T 3 ��
�7 THIS DOCUMENT IS THE PROPERTY OF ENGINEERING EXPRESS, P:(9S4)3S4-O660 F:(9S4)3S4-O443 z A -j Ln
AND SHALL NOT BE REPRODUCED IN WHOLE OR PART WITHOUT 7 CERT OF AUTH#9885 m O O
O F.L p WRITTEN CONSENT OF ENGINEERING EXPRESS.ALTERATIONS, ASCE / - 0 O
ADDITIONS,OR OTHER MARIBNGS TO THIS DOCUMENT ARE NOT E:HELLO@ENGINEERINGEXPRESS.COM p Z Il v
�"J a PE2MITTEDANDINVALIDATEOURCERTIFICATION. ENGINEERINGEXPRESS.COM ` V m
Florida Building Code Online
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LONi#Product Approval
r 1 USER:Public User
Product Aooroval Menu>Product or Anolication Search>Anolication List>Application Detail
FL# FL22513
Application Type New
Code Version 2014
j Application Status Approved
*Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by
' the POC and/or the Commission if necessary.
� I �
s+F
Comments
Archived
I
Product Manufacturer Masonite International
Address/Phone/Email 1955 Powis Road j
West Chicago, IL 60185
00) 663-367 1
I 's� ' ' sscchre ber@masonite com
j Authorized Signature Steve Schreiber
sschreiber@mason ite.;com
Technical Representative
F Address/Phone/Email
a� t
I
,Jt "+ +" F Quality Assurance Representative
Address/Phone/Email
t,
Category Exterior Doors
Subcategory Swinging Exterior Door Assemblies
k,
Compliance Method Certification Mark or Listing
Certification Agency National Accreditation &Management Institute
Validated By National Accreditation &Management Institute
I �
1
jReferenced Standard and Year(of Standard) Standard Year
`< TAS 201 1994
[I ! l TAS 202 1994
.I ! TAS 203 1994
Equivalence of Product Standards
Certified By
I
sr a Product Approval Method Method 1 Option A j
hup:'%%ww.floridabuildiiig.org/pr/pr_app_dtl.aspx?param=�%vGEVXQwtDgtdytNblepz46QE0w01iYDnHsj5AmuKNirab2u5G4EjDUgQ%3d%3d[8/8/2017 10:15:45 AM]
Florida Buildivg Code Online
I
Date Submitted 06/13/2017
ii 3 -
i
Date Validated 06/16/2017
Date Pending FBC Approval
Date Approved 06/20/2017
I
Summary of Products ;
y
"IN, FL# Model, Number or Name Descriptio11 n �
j 22513.1 HPC Wood-edge Steel Side-Hinged 6-8"Glazed I/S or 0%S Single or Double Door w/or w/o
' Door Unit Sidelites
i
Limits of Use Certificate
` � w � on Agency Certificate !
�.
Approved for use in HVHZ:Yes
FL22513 RO C CACNI01 747.0 .odf
Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date
I Impact Resistant: No 06/30/2021
Design Pressure: +50/-50 Installation Instructions
Other: Evaluated for use in locations adhering to the Florida FL22513 RO 11 FL0212.12df
Building Code, including the High Velocity Hurricane Zone, and Verified By: National Accreditation&Management Institute
where pressure requirements do not exceed the design Created by Independent Third Party:
pressures listed. 12'-0"x 6-8" max nominal size. When impact Evaluation Report's
(9 � resistance is required, hurricane protective system is required. FL22513 RO AE 514008.pdf
Door top rails stamped "HPC". See DWG-MA-FL0212 for Created by Independent Third Party: Yes
details.
f 22513.2 Wood-edge Steel Side-Hinged Door 8'-0"Opaque I/S orJO/S Single Door Unit
Unit
I
Limits of Use Certification Agency Certificate
Approved for use in HVHZ:Yes FL22513 RO C CAC NI013747.04.o
l Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date
Impact Resistant:Yes 06/30/2021
Design Pressure: +70/-70 Installation Instructions
Other: Evaluated for use in locations adhering to the Florida FL22513 RO II FL021.5.pdf
Building Code, including the High Velocity Hurricane Zone, and Verified By: National Accreditation &Management Institute
i
where pressure requirements do not exceed the design Created by Independent Third Party:
pressures listed. 3'-0"x 8'-0" max nominal size. When impact Evaluation Reports)
resistance is required, hurricane protective system not FL22513 RO AE 514009.pdf
;, •, � required. See DWG-MA-FL0215 for details. Created by Independent Third Party: Yes
22513.3 1 Wood-edge Steel Side-Hinged Door 8'-0" Opaque I/S Single or Double Door w/or w/o Sidelites
1 Unit
Limits of Use Certification Agency Certificate
:; Approved for use in HVHZ:Yes FL22513 RO C CAC NI013747 04 pd
i " } Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date
Impact Resistant:Yes 06/30/2021 '
Design Pressure: +45/-50 Installation Instructions
„ Other: Evaluated for use in locations adhering to the Florida FL22513 RO II FLO215 12df
Building Code, including the High Velocity Hurricane Zone, and Verified By: National Accreditation &Management Institute
where pressure requirements do not exceed the design Created by Independent Third Party:
s pressures listed. 12'-0"x 8'-0" max nominal size. When impact Evaluation Reports;
= t resistance is required, hurricane protective system not FL22513 RO AE 514007.1df
¢ required on opaque panels, but is required on glazed sidelites. Created by Independent Third Party: Yes
t � See DWG-MA-FL0215 for details.
(` 22513.4 Wood-edge Steel Side-Hinged Door 8'-0"Opaque O/S Single or Double Door w/or w/o Sidelites j
i Unit
iLimits of Use Certification Agency Certificate !
Approved for use in HVHZ:Yes FL22513 RO C CAC I013747.04.pdf j
Approved for use outside HVHZ: Yes Quality Assurance:Contract Expiration DateAl
j
i Impact Resistant:Yes 06/30/2021
Design Pressure: +50/-45 Installation Instructions
Other: Evaluated for use in locations adhering to the Florida FL22513 RO II FL0215.pdf
Building Code, including the High Velocity Hurricane Zone, and Verified By: National Accreditation&Management Institute
where pressure requirements do not exceed the design Created by Independent Third Party:
!x I pressures listed. 12'-0"x 8'-0" max nominal size. When impact Evaluation Reports
7, 1 resistance is required, hurricane protective system not FL22513 RO AE 514007.pdf
required on opaque panels, but is required on glazed sidelites. Created by Independent Third Party: Yes
See DWG-MA-FL0215 for details. i
I
22513.5 Wood-edge Steel Side-Hinged Door 8'-0" 3/4-Lite Glazed I/S or O/S Single or Double Door w/or
I Unit w/o Sidelites
I
littp:•7www.floridabLiilding.org/pr/pr_app_dtl.asps?parain�vGEVXQwtDgtdytNblepz46QEOwOliYDiiHsj5AtnuKMrab2u5G4EjDUgQ%3d%3d[8/8/2017 10:15:45 AM]
Florida Buildibig Code Online
Limits of Use Certification Agency Certificate
2, J, Approved for use in HVHZ:Yes FL22513 RO C CAC NIO13747.06.rdf
' Approved for use outside HVHZ: Yes Quality Assurance'Contract Expiration Date
Impact Resistant: No 06/30/2021
I Design Pressure: +40/-40 Installation Instructions
Other: Evaluated for use in locations adhering to the Florida FL22513 RO II FL0217.idf
Building Code, including the High Velocity Hurricane Zone, and Verified By: National Accreditation&Management Institute
where pressure requirements do not exceed the design Created by Independent Third Party:
} y pressures listed. 12'-0" x 8'-0" max nominal size. When impact Evaluation Reports
:9 resistance is required, hurricane protective system is required. FL22513 RO AE 5T4007.pdf
r'° y
See DWG-MA-FL0217 for details. Created by Indepen,dent Third Party: Yes
22513.6 1 Wood-edge Steel Side-Hinged Door 6'-8"Opaque I/Sor'O/S Single Door
Unit
1 Limits of Use Certification Agency Certificate
Approved for use in HVHZ:Yes FL22513 RO C CAC NI013747.oddf
i Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date
Impact Resistant:Yes 06/30/2021
Design Pressure: +70/-70 Installation Instructions
g Other: Evaluated for use in locations adhering to the Florida FL22513 RO II FL0211.pdf
l` I Building Code, including the High Velocity Hurricane Zone, and Verified By: National Accreditation&Management Institute
' where pressure requirements do not exceed the design Created by Independent Third Party:
pressures listed. 3'-0" x 6'-8" max nominal size. When impact Evaluation Reports
resistance is required, hurricane protective system not FL22513 RO AE 514010.pdf
" required. See DWG-MA-FL0211 for details. Created by Independent Third Party: Yes
kewood-edge bteel side-HingedDoor - paq�ue or Inge or ou a oor w or w/o
Unit Sidelites
Limits of Use Certification Agency Certificate
Approved for use in HVHZ:Yes FL22513 RO C CAC NI013747.Dddf
Approved for use outside HVHZ:Yes Quality Assurance Contract Expiration Date
Impact Resistant:Yes 06/30/2021
Design Pressure: +55/-55 Installation Instructions
s 7, ii Other: Evaluated for use in locations adhering to the Florida FL22513 RO IIF 0 11.pdf
Building Code, including the High Velocity Hurricane Zone, and Verified By: National Accreditation &Management Institute
where pressure requirements do not exceed the design Created by Independent Third Party:
„tt I"t pressures listed. 12'-0"x 6-8" max nominal size. When impact Evaluation Reporis
` resistance is required, hurricane protective system not FL22513 RO AE 51.4008..Ddf
i required on opaque panels, but is required on glazed sidelites. Created by Independent Third Party: Yes
See DWG-MA-FL0211 for details.
22513.8 Wood-edge Steel Side-Hinged Door 6-8" 3/4-Lite Glazed'I/S or O/S Single or Double Door w/or i
Unit w/o Sidelites
Limits of Use Certification Agency Certificate
Approved for use in HVHZ:Yes FL22513 RO C CAG NI013747.03 pdf
Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date
Impact Resistant: No 06/30/2021
Design Pressure: +50/-50 Installation Instructions '
+ Other: Evaluated for use in locations adhering to the Florida FL22513 RO II FL021.4.Ddf
Building Code, including the High Velocity Hurricane Zone, and Verified By: National Accreditation &Management Institute
where pressure requirements do not exceed the design Created by Independent Third Party:
1 pressures listed. 12'-0"x 6-8" max nominal size. When impact Evaluation Reports
resistance is required, hurricane protective system is required. FL22513 RO AE 514008.rdf
See DWG-MA-FL0214 for details. Created by Independent Third Party: Yes
I It
I q�
P i
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Fi s Ij i;rlkai" `
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-- -NOTICE OF PRODUCT CERTIFICATION
hear ar of Company: Masonite International Corporation Certification No.: N101.3747
1955 Powis Road Certification Date: 06/08/2017
West Chicago, IL 60185 Expiration Date: 06/30/2021
N �
Product: Wood-Edge Steel Opaque Inswing or Outswing Door w/Non-Impact Rated Sidelites
hhtKss' (w/Wood Frame unless noted)
�ro P "
Specification: TAS 201/202/203-94
Impact: Large Missile Impact Rated Non-Impact Glazing: Insulating Glass (Tempered)
The"Notice of Product Certification"is only valid if the NAM Certification Label has been applied to the product as described within this document. The certification
label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within
NAMi's Certified Product Listing at www.Namicertifleation.com. NAMI's Certification Program is accredited by'rhe American National Standards institute(ANSI).
Inswing Glazed Structural Water Missile Test Report Number
Configuration or or Maximum Design Test impact Drawing Number&
Outswing Opaque Size Pressure Pressure Rated Comments
X I/S Opaque 3'0"x 6'8" +70/-70 0.0 psi Yes ATLNC 1001.01-13
Single
Maximum Panel Size:3'0"x 6'8"
X O/S Opaque 3'0"x 6'8" +70/-70 3.0 psi' Yes ATLNC 1001.01-13
Single 4.5 psf- Maximum Panel Size:3'0"x 6'8"
7.50psf' Anchor Details-DWG-MA-171.0211-17
Double MaXimnm Panel Size:3'0"x 6'8"
Anchor Details-DWG-NIA-FI-0211-17
XX O/S Opaque 6'0"x 6'8" 1-551-55 3.0 psi' Yes NCTL-210 2930-1
Double 4.5 psf' Maximum Panel Size:3'0"x 6'8"
7.50 psf' Anchor De1ails-DWG-1VtA-FL021 I-17
XO/OX i/S Opaque Door 610"x 6'8" +551-55 0 psf Door-Yes NCTL-210 2930-1
Single w/Sidelite Glazed Sidelite Sidelite-No Maximu n Panel Size:3'0"x 6'8"/Sidelite:3'0"x 6'8"
Anchor Details-MG-MA-171-0211-17
XO/OX O/S Opaque Door 6'0"x 6'8" -1-55/-55 3.0 psi' Door-Yes NC-11-210-2930-1
Single w/Sidelite Glazed Sidelite 4.5 psfSidelite-No Maximum
- - - - ------- -- -- -- - - - _
Maxon m Pane-Size:3'0"x 6'8"/Sidelite
:3'0
"x 6'8"
- — --Anc for ctu'Is-DWG-VA 1.021-1-177.50 -�
OXO
I/S Opaque Door 9'0"x 6'8" -1-551-55 0 psi' Door-Yes NCTL-210-2930-1
Single w/Sidelites Glazed Sidelite Sidelites-No Maximum Panel Size:3'0"x 6'8"/Sidelite:3'0"x 6'8"
_.-Anchor-Details-DWG-SIA-FL0211.17_
0X0 O/S Opaque Door 9'0"x 6'8" +55/-55 3.0 psi' Door-Yes NC11-210-2930-1
Single w/Sidelites Glazed Sidelite 4.5 psf- Sidelites-No Maximum Panel Size:3'0"x 6B"/Sidelite:3'0"x 6'8"
7.5o sr" Anchor Details-MG-MA-171-02i_
OXXO US Opaque Door 12'4"x 6'8" +55/-55 0 psf Door-Yes N0T1-210-2930-1
Double w/Sidelites Glazed Sidelite Sidelites-No Maxitnun,Panel Size:3'0"x 6'8"/Sidelite:3'0"x 6'8"
Anchor Details-MG-MA-FI-0211-17
OXXO 0/S Opaque Door 12'4"x 6'8" 1-55/-55 3.0 psi' Door-Yes N01-210-2930-1
Double w/Sidelites Glazed Sidelite 4.5 psf' Sidelites-No Maxi nam Panel Size:3'0"x 6'8"/Sidelite:3'0"x 6'8"
7.50 )sI" Anchor Details-DWG-MA-171.02 1 1-1 7
I-Denotes Bumper Outswing Threshold 2-Denotes'z,-Series Oulswing Threshold 3-111-Dam Outswing Threshold
National Accreditation & Management Institute, Inc./4794 George Washington Memorial 1-1igliway/i-layes,VA 23072
Tel: (804) 684-5124/Fax: (804) 684-5122
NAMI AUTHORIZED SIGNATURE:
�1 /� LO
1111 MASONITE 149"MAX. OVERALL FRAME WIDTH O -
0
WOOD EDGE STEEL DOOR UNIT 21 MAX 36.375" MAX. �Lo
D.L.O. PANEL WIDTH 37.5 MAX. Q o
6'-8"DOUBLE DOOR WITH/WITHOUT SIDELITES IN/ASTRAGAL FRAME WIDTH10
J
GENERAL NOTES ??
1. EVALUATED FOR USE IN LOCATIONS ADHERING T ® ® ® ® cc O Q
THE FLORIDA BUILDING CODE AND WHERE PRESSURE _
REQUIREMENTS AS DETERMINED BY ASCE 7, MINIMUM Z C>
DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, _
DOES NOT EXCEED THE DESIGN PRESSURES LISTED. L LL U
2. HURRICANE PROTECTIVE SYSTEM (SHUTTERS) IS NOT REQUIRED ON m N Z
OPAQUE PANELS, BUT IS REQUIRED ON GLAZED SIDELITES. o; .-
3. WHEN INSTALLED IN THE WIND-BORNE DEBRIS REGION, Q w
EXCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ),
HURRICANE PROTECTIVE SYSTEM IS NOT REQUIRED ON OPAQUE
PANELS OR PANELS WITH IMPACT GLASS, BUT IS REQUIRED
ON PANELS WITH NON-IMPACT GLASS. z
4. POLYURETHANE CORE FLAME SPREAD INDEX OF 50 a
AND SMOKE DEVELOPED INDEX OF 60 PER ASTM E84.
5. PLASTICS TESTING:
TEST DESCRIPTION DESIGNATION LITE FRAME S
SELF IGNITION TEMP ASTM D1929 842 'F > 650 'F
RATE OF BURNING ASTM D635 1.28 IN MIN m
SMOKE DENSITY ASTM D2843 70.2% w N w
TENSILE STRENGTH- ASTM D638 1.8% DIFF o
COMPARATIVE TENSILE STRENGTH AFTER WEATHERING ~ 3 0
4500 HOURS XENON ARC METHOD 1 0
0 Of
DOUBLE DOOR UNIT W/SIDELITES
Addendum loNAMI
m
CedRcationNo.: Atrol5lqp
Reviewed By
Date Reriewe ?-
1313 ® ® ® 1313 ® ® ® ® 1313 _® ® z
o - -
G 0 U DOUBLE DOOR UNIT SINGLE DOOR UNIT SINGLE DOOR UNIT SINGLE DOOR UNIT W/SIDELITES DOUBLE DOOR UNIT W/SIDELITES
WITH SIDELITE WITH SIDELITE z
WHERE WATER INFILTRATION PERFORMANCE IS oAtc 5126117
TABLE OF CONTENTS DESIGN PRESSURE RATING REQUIRED TO BE 15% OF DESIGN PRESSURE
INSWING INSWING BUMPER 0 S Z-SERIES O S HIGH DAM 0 S /A n ScALE: N.T.S.
SHEEP I✓ DESCRIPTION X 37.5 70.0 -70.0 +70.0 -70.0WNA
+20.0 -20.0 +30.0 -30.0 +50.0 -50.0 f X ( Py/ owc.er: SWS
i TYPICAL ELEVATIONS & GENERAL NOTES +55.0 -55.0 +20.0 -20.0 +30.0 -30.0 +50.0 -50.0
2 ANCHORING LOCATIONS & DETAILS OX or XO 75 +55.0 -55.0 +55.0 -55.0 +20.0 -20.0 +30.0 -30.0 +50.0 -50.0cHK.er:
3 ANCHORING LOCATIONS & DETAILS 0X0 112.5 +55.0 -55.0 +55.0 -55.0 +20.0 -20.0 +30.0 -30.0 +50.0 -50.0 KURT BALTHAZOR DRAWING NO.:
-55.0 +55.0 -55.0 +20.0 -20.0 +30.0 -30.0 +50.0 -50.0 FLORIDA P.E. DWG-MA-FLO211-17
#56533
SHEET 1 OF 3
M 00
0
U p�
SEE DETAIL3.r 6' Q Q
3.. E 3"
3" 3 t t—3" L �— C3 iX
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6„ Itt"' 111 Z U
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Err 3" m
It I � tI 1 1 t oa
3" k
3" 3"
3• 3" ��—"111 ff""
g"
SEE 6"
"DETAIL #8 x 2"1
m
"F" ASTRAGAL RETAINER BOLT HOLE
MUST BE DRILLED THROUGH
#8 x 2" #10 x 5/8" THE THRESHOLD & INTO THE
STRUCTURE DEEP ENOUGH
#10 x 5/8" FOR A 1.375" THROW
#8 x 2" #10 x 1" DETAIL "E" ASTRAGAL DETAIL "F" ASTRAGAL o
#10 x 2-112 ATTACH ASTRAGAL RETAINER BOLT
STRIKE
LATEOFRAM--
#10-x-1=--------- -P -TE
- - -- - '#10 x 5f8" AS SHOWN.
DETAIL "C"
DETAIL ,.D.. w - - -
_ _
HOT MELT
0.962"1 ELASTOMEa
1.375" T� - �.ds x 1-1/2-PHS
T ' ! T a
::y�"� addendum to NAhU z
INSWING THRES OLI BUMPER 0/S THRESHOLD HOT MELT/' 1I2"SITE
EL-STOMER "; CedlCimtionlio.: ora 4
fievevedBy. DATE: 5 26 17
f atefFt hew SCALC: N.T.S.
EKTF614S Ji�TEB!!?B
1.482" 1.75" }1.047" DWG,BY: SWS
ff�!n i TYPICAL GLAZING DETAIL
D
T T NON-IMPACT GLASS —DRAWING
ND.:
Z-SERIES 0/S THRESHOLD HIGH DAM O/S THRESHOLD DwG-MA-FL0277-t7
SHEV 2
of 3
L0
SEE DETAIL 6" 6" r1 00
"E" SHT. 2 —3
3„ 3'• O O
3.., 6" 3" 3„ U Q
1 1 J Q
Io
IF 1 I I I I I I I I I - O
W Q
v w T
a SEE DETAIL a ti Lo U
"D" SHT. 2 — — N Z L0
L0
SEE DETAIL d 9
"C" SHT. 2
o
A n A
io
_ N Ad
3"
3" 3" 6, 6" 3" �- 3" v
SEE DETAIL 3" o a
"F" SHT. 2 6.. 6° 6" of
HARDWARE SCHEDULE a a
1. KWIKSET SERIES 400 GRADE 3 CYLINDRICAL LATCH AND m
SERIES 980 GRADE 1 DEADLOCK HARDWARE TO BE INSTALLED
AT 5-1/2" CENTERLINE.
ATTACHMENT DETAIL 1MIN" { o s 2. 4" X 4" FULL MORTISE BUTT HINGES.
1. ANCHOR ANALYSIS FOR LOADING CONDITIONS PREPARED, —0.25^
MAX 1"X1/2" CORRUGATED #10X2" WOOD SCREW
SIGNED AND SEALED BY ROBERTO LOMAS, PE SHIM 3" FROM EACH END 6" FROM EACH END U)
(FLORIDA #62514) WITH THE LOWEST (LEAST) AND 7^ OC AND 12" OC z
{ {— •. , o
-
FASTENER--RATING-FROM--THE-DIFFERENT-FASTENERS— -- ---— c�— — --- - - - —- --�--- — --- - -- - - _
BEING CONSIDERED FOR USE. JAMB, HEAD, AND ^'"` ACRYLIC
THRESHOLD FASTENERS ANALYZED FOR THIS UNIT INCLUDE LATEX
#10 WOOD SCREWS OR 1/4" TAPCONS. A PHYSICALCAULK
TYPICAL MASONRY _ ACRYLIC t
SHIM. MUST- BE-PLACED -IN:SHIM-SPACE -AT--EACH-.ANCHOR ANCHOR-INSTALLATION _ _ LATEX-__ 7 -
LOCATION. TAPCON EDGE DISTANCE MIN 2-1/2". CAULK CL
WOOD SCREW EDGE DISTANCE MIN 3/4". COMBINATION WOOD COMBINATION WOOD
e• v
MULLION BOXED MULLION BOXED2. THE WOOD SCREW SINGLE SHEAR DESIGN VALUES COME FROM 1.50^ ( ) ( )
=4
ANSI/AF&PA NDA FOR SOUTHERN PINE LUMBER AND ACHEIVEMENT MIN 0.25"MAX (3) 70X2-t/2" zOF 1-1/2" MINIMUM EMBEDMENT. THE TAPCON MUST ACHIEVE SHIM Wo D SCREWS zEACH END AdderdumlDNAtdI
MINIMUM EMBEDMENT OF 1-1/4 CL—I {— CeailirationNO: A(7013a} DATE: 5/26/17
3. WOOD BUCKS BY OTHERS MUST BE ANCHORED PROPERLY TO ® Rkewed8y SCAE: N.T.S.
Date Revew
TRANSFER LOADS TO STRUCTURE. DWG.BY: SWS
4. MINIMUM DESIGN VALUE STRENGTH OF ANCHORS 155 LBS. ® ® CH
TYPICAL WOOD BUCK K.BY:
ANCHOR INSTALLATION DRAWING NO.:
INTEGRAL WOOD DWG-MA-FLO211-17
MULLION (CHS)
SHEET_2L of 3
i
L. Roberto Lomas P.E.
1432 Woodford Rd. Manufacturer: Masonite
Lewisville,NC 27023 Report#: 514010
434-688-0609 Date: 05/01/2017
rl lomas(5irlomaspe.cam
Test Report: N/A
Product: Single door 3'x 6'8"(Wood Frame)
Scope:
I
This analysis provides calculations,quantities,and spacing requirements for installing product to substrate,and it applies only to
the product described herein.These calculations comply with requirements of the Florida Building Code.
Anchor capacity in shear condition:
Solid members w/d w/out gap:
a. With threads present in shear plane
Fastener type:#10 wood screw (NDS 2012,TR12)
Nominal diameter: D: 0.190 in Gap: g: 0.0000 in
Root diameter: Or: 0.152 in Moment arm: 0.0000 in
Minimum required penetration: p: 1.140 in Screw bending yield strength: Fyb= 80,000 psi
Side member: Douglas Fir-Larch(6=0.50) Mainlmember: Spruce-Pine-Fir(G=0.42)
Side member thickness: t,= 1.000 in Main member thickness: %= 1.500 in
Side member dowel bearing strength: F� = 4,650 psi Main member dowel bearing strength: F_= 3,350 psi
Side member dowel bearing length: I,= 1.000 in Main member dowel bearing length: 1m= 1.140 in
Mode Im Mode I, Mode II Mode III, Mode III, Mode IV
qm= 636.5 lbs/in qs= 884 lbs/in A: 0.0007 A: 0.00096 A: 0:00107 A: 0.0014
P= 725.61 lbs P= 884 lbs B: 1.07 B: 0.57 B: 0.5 B: 0.000
Ko= 2.400 Ko= 2.400 C: -427.67 C: -253.62 C: -267.7 C: -93.6
Z,= 302 lbs Zs 368 lbs P= 331 lbs Ms= 46.8 in-lbs Mm= 46.8 in-lbs
Ko= 2.400 p= 297 lbs P= 319 lbs P= 263 lbs
Min.Design value: Z= 110 lbs Z= 138 lbs Kp= 2.400 Ko= 2.400 Ko= 2.400
Duration Factor: Co= 1.6 Z= 124 lbs Z= 133 lbs Z= 110 lbs
Allowable Design Value(ZCo): Z'= 175 lbs/anchor
Solid members w/$w/out gap:
a. With threads present in shear plane
Fastener type:#10 wood screw (NDS 2012,TR12)
Nominal diameter: D: 0.190 in Gap: g: 0.0000 in
Root diameter Or: 0.152 in Moment arm: 0.0000 in
Minimum required penetration: p: 1.140 in Screw bendingyield strength: i Fyb= 80,000 psi
Side member: Douglas Fir-Larch(G=0.50) Mainlmember Steel strap/clip
Side member thickness: t,= 1.000 in Main member thickness: t,= 0.048 in
Side member dowel bearing strength: Fes,= 4,650 psi Main member dowel bearing strength: Fm„= 61,850 psi
Side member dowel bearing length: I,= 1.000 in Main member dowel bearing length: Im= 1.140 in
Mode I, Mode I, Mode II Mode III, Mode III, Mode IV
qm= 11752 lbs/in qs= 884 lbs/in A: 0.0003 A: 0.00059 A: 0.00033 A: 0.0006
I
P= . 13397 lbs P= 884 lbs 8: 1.07 B: 0.57 B: 0.5 B: 0.000
! Ko= 2.400 Kp= 2.400 C: -4038.9 C: -3864.9 C: -267.7 C: -93.6
Z.= 5582 lbs Z,= 368 lbs P= 2287 lbs Ms= 46.8 in-lbs Mm= 46.8 in-lbs
Ko= 2.400 P= 2126 lbs P= 420 lbs P= 392 lbs
Min.Design value: Z= 163 lbs Z= 953 lbs KD= 2.400 Kb- 2.400 KD= 2.400
Duration Factor: Co= 1.6 Z= 886 lbs Z= '175 lbs Z= 163 lbs
Allowable Design Value tZC,,)' Z'= 262 lbs/anchor
Fastener type: 1/4"ITW Tapcon N.O.A.16-'1222.06
Substrate: Hollow block Minimum embedment: 1.25 in
Edge distance: 4.00 in Tabulated shear design value: Z= 202 lbs.
Edge distance: 2.00 in Tabulated shear design value: Z= 161 lbs
Actual edge distance: 2.50 in Reduction factor: 0.85
Spacing: 4.00 in Tabulated shear design value: Z= 202 lbs.
Spacing: 2,00 in Tabulated shear design value: Z= 164 lbs � `�S ■ o C■
Actual spacing: 3.00 in Reduction factor: 0.91 `v ••\C G N s••��
Allowable Design Value(ZfnN) Z"= 155 lbs/anchor = �• �" ••
•i Minimum anchor capacity: 155 lbs/anchor =*4,- 'VXO
Note:Anchors with the least capacity is used for calculations to quality anchors with higher capacity. �'fl
Anchor calculations,minimum required anchors 00+ �► Q` ••�/`
36.38
Design pressure: 85.0 psf s
E \
Area Load Ind. Mnx. Anchor /// ZONAL \
Al Zone Z O.C. E(Ibs)
Load Result rVVli 1�
Y� 79.25 (ft) (lbs) (in) (in) Q j (lbs)
A, 2.3 195 N/A N/A2 98 ;OK Luis R. Lomas P.E.
AZ 7.7 656 6.00 18.005 131 ;OK FL No.: 62514
1,of 2 5/2/2017
' I
i
L. Roberto Lomas P.E.
1432 Woodford Rd. Manufacturer: Masonite
Lewisville,NC 27023 Report#: 514010
434-688-0609 Date: 05/01/2017
f I lomasCoN f Iomaspe.com
I
Anchor Locations:
36.38
18.19
6.00 TYP. 6.00 TYP.
y
6.00
I
13.45
MAX.O.C.
i
i
i
i
V
I
79.25
i
I
6.00
i
Installation instructions:
1. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE#10 WOOD SCREWS
WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4"MINIMUM EMBEDMENT INTO SUBSTRATE WITH
2. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16"TAPCONS WITH i,
SUFFICIENT LENGTH TO ACHIEVE A 1 1/4"MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2"
i
MINIMUM EDGE DISTANCE.LOCATE ANCHORS AS SHOWN BELOW.
SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE
INTERIOR WALL WITH 1/2"MINIMUM EDGE DISTANCE.LOCATE ANCHORS AS SHOWN BELOW.
4. ALL FASTENERS TO BE CORROSION RESISTANT.
5. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR
MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN
SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW:
A.WOOD:MINIMUM SPECIFIC GRAVITY OF G=0.42 �\0XI I I I1/��//�
B.CONCRETE:MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. R
\NN '• L OA'
C.MASONRY:HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM. J GEN • ,Q
D.METAL STRUCTURE:STEEL 18GA(.048")FY=33KSI/FU=52KSI OR ALUMINUM 6063-T5 FU=30KSI `�•��� s fi.� ��
.052"THICK MINIMUM •
6. ANCHOR LOCATIONS SHOWN IN THIS DOCUMENT ARE THE MINIMUM REQUIRED FOR THE al, *� �51
DESCRIBED PRODUCT EXPOSED AT THE DESIGN PRESSURE INDICATED HEREIN. I' '� + _
moo• TAT OF ,�c��
Luis R. Lomas P.E.
I
FL No.: 62514
2 of 2 i. 5/2/2017