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Product Approval Menu>Product or Application Search>Application Lis i>Application Detail
FL# FL5790-R12
Application Type
Code Version 2017
Application Status Pending FBC Approval
Comments
Archived
Product Manufacturer American Shutter Systems Association,Inc.
Address/Phone/Email 4268 Westroads Drive
West Palm Beach,FL 33407
(561)209-8263
bfeeley@easternmetal.com
Authorized Signature Bill Feeley
Irodriguez@eastemmetal.com
Technical Representative
Address/Phone/Email
Quality Assurance Representative
Address/Phone/Email
Category Shutters
Subcategory Rol I-up
Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed
Florida Professional Engineer
Evaluation Report-Hardcopy Received
Florida Engineer or Architect Name who developed Trevor Johnson
the Evaluation Report
Florida License PE-65624
Quality Assurance Entity National Accreditation and Management Institute
Quality Assurance Contract Expiration Date 12/31/2018
Validated By John Henry Kampmann Jr.
2 Validation Checklist-Hardcopy Received
Certificate of Independence FL5790 R12 COI CertificationOfIndeDendenceSS.pdf
Referenced Standard and Year(of Standard) Standard Year
ASTM E-1886 2002
ASTM E-1886 2005
ASTM E-1996 2005
ASTM E-1996 2002
ASTM E-330 2002
TAS 201 202 203 1994
Equivalence of Product Standards
Certified By
Sections from the Code
https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgtDmAG7pnms8kO7l... 12/6/2017
Florida Building Code Online Page 2 of 2
Product Approval Method Method 1 Option D
Date Submitted 10/09/2017
Date Validated 10/12/2017
Date Pending FBC Approval 10/17/2017
Summary of Products
FL it Model,Number or Name Description
5790.1 58mm Bertha End Retention/Non- Roll Shutter System(includes View Port Option)
Retention Roll Shutter System
(Non-HVHZ)
Limits of Use ion Instructions
Approved for use in HVHZ:No FL5790 R12 II Installatisr InstructionsSS. df
Approved for use outside HVHZ:Yes hn o
Impact Resistant:Yes Created by Independent Third Party:Yes
Design Pressure:N/A Evaluation Reports
Other:This product shall not be installed within High FL5790 R12 AE Evaluation ReDortSS.Ddf
Velocity Hurricane Zone. For design loads and spans refer to Created by Independent Third Party:Yes
engineered drawings(installation instructions).
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Contact Us::2601 Blair Stone Road,Tallahassee FL 32399 Phone:850-487-1824
The State of Florida Is an AA/EEO employer.Coovrioht 2007-2013 State of Florida.::Privacy Statement::Accessibility Statement::Refund Statement
under Florida law,email addresses are public records.If you do not want your e-mail address released in response to a public-records request,do not send
electronic mail to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,please contact 850.487.1395.-Pursuant to
section 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address If
they have one.The emails provided may be used for official communication with the licensee.However email addresses are public record.If you do not wish to
supply a personal address,please provide the Department with an email address which can be made available to the public.To determine if you are a licensee under
Chapter 455,F.S.,please click here.
Product Approval Accepts:
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https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtDmAG7pnms8kO7l... 12/6/2017
WINE M Castle
IP Impact Windows
FACTORY DIRECT SINCE 1969
COMPLETE HURRICANE PROTECTION SOLUTIONS
7089 Hemstreet Place
West Palm Beach,FL 33413 800.643.6371
Property Information Building Information
Owner: BAILEY,JOHN Wind Zone: 160 MPH.
Address: 14323 Cancun Ave Exposure Category: C
Fort Pierce,FL 34951 Minimum Building Dimension: 40 ft.
Mean Roof Height: 15 ft.
Risk Category: II
Design Pressure Calculations
ILOpening Location Device Device Device Max Positive Max Negative
Number Zone Width(in) Height(in) Elevation(ft) Pressure(psf) JFPressure(psf)
1 Int 105.5 98.5 7 29.2 -32.0
2 End 106 98.75 7 29.2 -36.2
3 End 107 97.75 7 29.2 -36.2
Prepared in accordance with:ASCE 7-10,Chapter 30.Wind Loads-Components and Cladding.6th Edition(2017)Florida Building Code,
Page 1 of 1
Customer: BAILEY WorkOrderNumber: 01292018011N0601
Unit Con- Wall Opening Opening Shutter Shutter Anchor Storm Bars
No. tract Pressure Width Height Width Height Spacing Inside Outside
No. Qty. Length Qty. Length
1 1 -36.2 105.5 98 114.5 98 6"o.c. 0 0 0 0
6"o.c.
2 -36.2 106 98 115 98 6"o.c. 0 0 0 0
6"o.c.
3 3 -36.2 107 98 116 99 6"o.c. 0 0 0 0
6"o.c.
GENERAL NOTES, EVALUATION B/SEO Oi:
I. TKJ ENGINEERING,LLC.HAS NO CONTROL OF THE MANUFACTURING,PERFORMANCE,OR INSTALLATION OF THIS PRODUCT.THESE GENERIC PLANS FENESTRATION TESTENG LABORATORY,INC.
WERE ENGINEERED IN ACCORDANCE WITH ACCEPTED ENGINEERING PRACTICES AND TEST DATA PROVIDED BY THE MANUFACTURER. LABORATORY No. 4750
2. THE ROLL-UP SHUTTERS SHOWN ON THIS PRODUCT EVALUATION DOCUMENT HAS BEEN DESIGNED IN ACCORDANCE WITH THE 2017(6TH EDITION) DATE:DECEMBER 1,2005
B FLORIDA BUILDING CODE(FBC)AND THE 2015 INTERNATIONAL BUILDING CODE(IBC).THESE ROLL-UP SHUTTERS SHALL NOT BE INSTALLED IN HIGH REPORT NO.5
�3 VELOCITY HURRICANE ZONES(MIAMI-DARE COUNTY/BROWARD CW _ FILE NUMBER 000L E
1808.1.2.2),OR ESSENTIAL FACILITIES SHALL MEET THE MINIMUM SEPARATION 0 SHUTTERS
DESIGN WIRD LOADS SHZALL BE DETERMINED AS PER ra996GOPROTOCOL•E330.E1886 d
SECTION 1609 OF THE ABOVE REFERENCED CODES,IN ACCORDANCE WITH ASCE 7-10,AND FOR A BASIC WIND SPEED AS REQUIRED BY THE WIDTH TESTED-120'O DIP-140.0 PSF
JURISDICTION WHERE THE ROLL-UP SHUTTERS WILL BE INSTALLED.THE ROLL-UP SHUTTERS ADEOUACY FOR IMPACT,DEFLECTION,AND FATIGUE
RESISTANCE WAS BEEN VERIFIED IN ACCORDANCE WITH SECTION 1609.11 OF THE ABOVE REFERENCED CODES AND AS PER ASTM E330,E1886 At LABORATORY No. 47"
E 1998,AND TAS 201,202,AND 203 AT FENESTRATION TESTING LABORATORY,INC.AND AMERICAN TEST LAB OF SOUTH FLORIDA PER THEIR PATE;NOVEMBER 11,2005
REPORTS(SEE UST OF REPORTS). REPORT NO.4
J. LIMRATIONS OF USE: FILE NUMBER 05-418
TESTING PROTOCOL E330,E18B6 d Y
E1996-02
A. THIS PRODUCT SHALL NOT BE USED IN HIGH VELOCITY HURRICANE ZONES(SEE FBC SECTION 202), WIDTH TESTED-97'O DP-45 PST
8. THIS PRODUCT IS QUALIFIED AS'NON POROUS'THEREFORE GLASS SEPARATION IS NOT REQUIRED EXCEPT FOR THE FOLLOWING LOCATIONS.RATLABORATORY No, 47401..
DATE:NOVEMBER/4.2005
A ESSENTIAL FACILITIES AS DEFINED IN ASCE 7-10 REPORT NO.3 a
FILE NUMBER 05-118 a
Z•6 WHERE THE SPECIFYING AUTHORITY HAS SPECIFIED OPTIONAL ADDITIONAL PA55/FNL CRITERIA IN ACCORDANCE WITH ASTM E1996 FOR TESTING PROTOCOL E330.E1886-02 d
WIND ZONE 4 AS DEFINED IN ASTM E1996 WITH MODIFICATION B 09
Y THE FBC/IBC SECTION 16 .1.2.2(FBC:LOCATIONS WITH ULTIMATE EI996-02 y
WIND SPEED GREATER THAN 170 MOM). WIDTH TESTED-120'O DP-23 PSF 6 qq
• INSTALLATION IN THESE LOCATIONS SHALL MEET THE MINIMUM SEPARATION TO GLASS TABLES ON SHEET 9.THE SEPARATION TO GLASS LABORATORY No. A644 �!
MAY BE REOUCED BY USING STORM BARS ON SHEETS 18 TO 22 DATE:JUNE 17,2005 QQ i
REPORT NO.2 tl
C. INSTALLATION WITH INTERMEDIATE,END.AND CORNER MULLIONS REQUIRE A FLORIDA PRODUCT APPROVAL FOR USE WITH THIS TYPE OF FRE NUMBER 05-418 �•
SHUTTER SYSTEM. E 9TTINNGOPROTOCOL:E330.E7886-02 d
D. INSTALLATIONS SMALL NOT EXCEED THE MAXIMUM ALLOWABLE STRESS DESIGN(ASD)DESIGN RATINGS AND MAXIMUM SIZE LIMITS BELOW. WIDTH TESTED-2191'O OP-60 PSF
SLAT SPAN ULTIMATE DESIGN WIND LOADS DETERMINED BY THE FBC AND ASCE 7-10 SHALL BE REDUCED TO ASD B1'MULTIPLYING 0.6(SEE FBC SECTION LABORATORY No 4396 =
1609.1.2.4).
DATE:APRIL 29,2005
36 PSF MAX.PRESSURE O 278'MAX.WIDTH
REPORT NO. '
PICAL SINGLE UNIT ELEVATION MAX FILE NUMBER 05-418 O
SINGLE SPAN UNIT 116'fALK110N•N.TS, • SEE TABLES ON SHEETS E7 THROUGM 22 DTH
TESTING PROTOCOL:E330.E1886-02 d r
E1996-02 c 7
E. IMPACT LEVEL D;9-1/1 LB TARGE MISSILE IMPACT,
WIDTH TESTED-242.3'O DP-80 PSF _
o.
F. ANCHORING OR LOADING CONDITIONS OTHER iNTHIS APPROVAL N 2780
N THOSE SHOWN IN THESE DETAILS ARE NOT PARI OF THIS
PROVAL DATE:AUGUST 31,2000 Z�_
REPORT NO.3
B H. INCREASE IN ALLOWABLE STRESS(1.33)HAS NOT BEEN INCORPORATED INTO THE DESIGN OF THIS PRODUCT. FILE NUMBER 00-256 •L•v Z
-3 TESTING PROTOCOL.TAS 201 m �
4. R SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO SVERIFYNOT THAT THE EXISTING STRUCTURE 5 DESIGNED VA SUPPORT THE LOADS FROM STORM BARS TESTED:2x2xl/4,20x1/8, Z S
THE SHl/TTER SYSTEM AND MULLIONS.EXISTING STRUCTURES NOT AGUE TO SUPPORT THESE LOADS SHALL BE EVALUATED AS A SITE SPECIFIC O N
PROJECT.SEE NOTE 4 OF PRODUCT EVALUATION NOTES. 2v4at/8,2e4x1/s F--d
AMERICAN TESTING LAB OF SOUTH FLORIDA, Lu
=
7y= SEF TARIES ON SHEET 9(EITHER DIRECTION) INC. LLJ
L J
h=SEE TABLES ON SHEET o DATEttBRWR00-09
O
2
CERTIFICATION No.09-0203.02
T ( TESTING PROTOCOL E330-02,E1886-OS Yd
Ty=SEE TABLES ON SHEET 9(EITHER DIRECTION) d E1996-05
WIDTH TESTED=204'O DP-62 PSF
ETDP- I.J ^
ENO-RETEMION TRACKS NON-RENTION TRACKS WIDTH TESTED= O I00 PSF J
J
A C 5. ALL AWMI SHALL BE 6083-T6 Ilr'xwl;C NOTED OR CAN BE REPLACED WITH 6061-T6 ALLOY). LABORATORY No. 0803.01-12
2{O 6 S. SHUTTERS MAY BE MOTOR,TAPE PULLEY.OR GEAR DRIVEN. DATE: OCTOBER 16,2012 OI _
CERTIFICATION No.2650.01 C
TESTING PROTOCOL:207-94,d 203-94
7. smuTTERALU MANUFACTURE'S LABELS SHALL BE IN ACCORDANCE WITH SECTION 1709.9 Of THE FLORIDA BUILDING CODE. Y
WIDTH TESTED-72'O DP-50 PSF
PRODUCT EVAl11ATION NOTES WIDTH TESTED-96'O OR 25
PSF C
WIDTH TESTED-48 O OP�14O PSF
irs
1. THIS PRODUCT EVALUATION DOCUMENT(P.E.D.)PREPARED BY THIS ENGINEER IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SITE C
OI '�h `
SPECIFIC PROJECT;I.E.WHERE THE SITE CONDITIONS DEVIATE FROM THE P.E.D. LABORATORY No. 0803.02-12 up �
DATE: OCTOBER 16,2012 L"
2. CONTRACTOR SHALL BE RESPONSIBLE FOR THE SELECTION,PURCHASE,AND INSTALLATION INCLUDING LIFE SAFETY OF THIS PRODUCT BASED ON CERTIFICATION No,2650.01
SLAT SPAN SLAT SPAN I �-- SLAT SEAN THIS PRODUCT EVALUATION PROVIDED AND SHALL NOT DEVIATE FROM THE CONDITIONS DETAILED ON THIS DOCUMENT. TESTING PROTOCOL 207-9/,d 203-94 `
I WIDTH TESTED-1190'O DP-0 PSF `N
�'i J. THIS PRODUCT EVALUATION DOCUMENT WILL BE CONSIDERED INVALID IF ALTERED BY ANY MEANS. WIDTH TESTED-274 O OP-23 PSF -F
WIDTH TESTED.
O DP=14p PSF `O!
4. SITE SPECIFIC PROJECTS SHALL BE PREPARED BY A FLORIDA REGISTERED ENGINEER OR ARCHITECT WHICH WILL BECOME THE ENGINEER OF O
RECORD(E.O.R.)FOR THE PROJECT AND WHO WILL BE RESPONSIBLE FOR THE PROPER USE OF THE P.E.D.THE ENGINEER OF RECORD,ACTING LABORATORY No, 0603.03-12
TYPICAL MULTIPLE UNIT ELEVATION AS A DELEGATED ENGINEER TO THE P.E.D.ENGINEER,SHALL SUBMIT SITE SPECIFIC DRAWINGS FOR REVIEW. DATE: OCTOBER 19.2012 �•x Q i
CERTIFICATION No.2650.01
INTERMEDIATE MULLION WWRED FOR INSTALLATION•N.T.S. ANCIaR d FASTENING NOTES: 203-9
TESTING PROTOCOL:201-94,202-94 d GT.
1. ALL FASTENERS SHALL BE CORROSION RESISTANT COATED CARBON STEEL AS PER DIN 50018 OR STAINLESS STEEL 304 OR 316 SERIES WITH 50 WIDTH TESTED-144"6 DP-,45/-SO PSF 7 I b
KSI YIELD POINT AND 90 KSI ULTIMATE TENSILE STRENGTH. &
LABORATORY No. 0803.04-12
2. NO EMBEDMENT INTO NON-STRUCTURAL COMPONENTS SUCH AS,STUCCO,TILE,SIDING,ETC.SHALL BE CONSIDERED AS PART OF THE EMBEDMENT. DATE:OCTOBER 19.2012 'moi QP
CERTIFICATION No.29MOI IN
3. THE ANCHOR SPACING AND DESIGN PRESSURES ARE VALID FOR EDGE DISTANCES AND MINIMUM EMBEDMENT SHOWN ON SHEET 9.THE MINIMUM TESTING PROTOCOL:202-91 11111111IL
EDGE DISTANCE FOR THE 1/4-14 d 5/16-24 DRIL-FLEX SCREW IS 1/2'AND SHALL BE ATTACHED TO 6063-T6 ALUMINUM OR A36 STEEL(OR WIDTH TESTED-96'O DP-25 PSF NCV
BETTER). WIDTH TESTED-72'a DP-50 PSF N
WIDTH TESTED-46"0 DP-140 PSF
EXISTING STRUCTURE(TYP) 9
CONCRETE,FILLED CMU,HOLLOW CMU,
TIMBER.ALUMINUM,OR STEEL
1 • + 4• . <• ' •• 5/16.0 TAPGON O/2'O.C.(IV)
• 3 BUILD-OUT HEADER
• ' . (OPTIONAL) ash
a • T a • • . 1/4'4 SELF-TAPPING
SMS O 12'O.C.(TYP) �R yMT
e J SHUTTER/IOUSMG
3/8'R
/16-0'0 gCNICHOOR. to .
FN
1/4-14 SCREWS,OR -
5/76-24 SCREWS(TYP) SLAT LOCK END CONNECTOR 1/4'MAX 1/4'0 TAPCDN //{`MAX _Lg •'E
(SEE TRACK MOUNT TABLES EVERY OTHER SLAT AT EACH END O B'O.C.
ON SHEETS 10 6 11 FOR 0.2'MIN 5/8'4 ACCESS HOLE
SPACING) 1/4'4 TAPCON 5/B'4 ACCESS MOLE
,
O 8`O.C. NON-RETENTION SLAT NON-RETENTION SLAT 1 .' ® ® 'I
5/8'4 OR 73/18'0 (SEE STAT PERFORMANCE.TABLE (SEE SLAT
PERFORMANCE TABIE J 3
ACCESS HOLE(TYP) 014 TRACK SHOW?! ON SHEET 7 FOR 3-TRACK) ON SHE 7 FOR 4-TRACK)
OPEN FACE TRACK SIMILAR
a
WALL MOUNT (OPTION lA) nWALL MOUNT (OPTION 18) nWALL MOUNT (OPTION 1C) + o
3 U4'@!P#ETFMION TPA[X-N.TS. 3'HONRETf37Ti0N TMO(-N.T.S. 4'NON-RETB/TIOM?RAO(-N.TS
1 1/2' 1 1/2' •. - Q M N
STAGGER CSTAGGERED
O W
Co
SBMM
SLAT UJ '{E
5/16'0 TAPCON, 5/16'0 TAPCON, SIDE RAIL/TRACK J C Q
3/3*0 ANCHOR. 129
3/8'o ANCHOR, 114• 1/4-14 SCREW,OR 11]' OPTIONAL STAGGERED VERTICAL BUII.O-OUT C
1/4-14 SCREW,dA OPTIONAL STAGGERED Z Y
5/16-24 SCREW(TTP) 2'z4• ATTACHMENT 5/16-24 SCREW(PYP) 2'RJ' ATTACHMENT (OPTIONAL) y
(SEE 4'BUILD-OUT TABLES ON 314 (SEE 3-BUILD-OUT TABLES ON 313' Y
SHEETS 11 h 12 FOR SPACING) 4•i4• SHEETS 12 d•.3 FOR SPACING) 1/8.OR 1/4'WALL THICKNESS C
(SEE TRACK MOUNT TABLES ON 171
END-RETENTION SHEET 11 FOR THICKNESS) 1/4Y SELF-TAPPING SMS(TYP) C '$
END-RETENTION 1/8'OR 1/1'WALL THICKNESS OTRACK PEN ACE ND WTRA3�
OPEN CAGE AND K SHOWN (SEE TRACK MOUNT TABLES ON NON-RETENTION N
SHEET 11 FOR THICKNESS) TRACKS SIMILAR L3'KYat/8'ALUM.(TYP) `♦
NON-RETENTION
TRACKS SIMILAR •'�'
SLAT LOCK END CONNECTOR SLAT LOCK END CONNECTOR
1 4-14 SCREW OR EVERY OTHER SLAT AT EACH END EVERY OTHER SLAT AT Fi1CN END
/ 1/!-I4 SCREW,OR 1/8'THICK ALUM ANGLE SILL •Z PO
5/16-24 SCREW(IYP) 5/16-24 SCREW(TYP) (OPTIONAL) - C=_
(SEE TRACK MOUNT TABLES 0.2'MM 0.2'MIN
(SEE iRlM:l(MOUNT TABLES £ _ON
SHEET 11 FOR SPACING) ON SHEET 11 FOR SPACING) 5/9.0 ACCESS HOLE(TYP)
5/8'4 ACCESS HOLE(TYP) BL%
BUILD-OUT SILL �'• IIt
A 4"BUILD-0UT(OPTION 2A) n3"BUIU}OUT(OPTION 2B) B BUILD-OUT SECTION
(OPTIONAL)
ENDRETEHTId18WON-RETENTION-N.T.S. 1410-RETEMId18 NON-RETENTfON-NT.S ENPRETENTION 6 NOl4RETFNTid-N.T.S.
YYT 11111111111
N
NOTE. ACCESS HOLES FOR 3/e'ANCHORS ARE 13/16'P � N
N
EXISTING STRUCTURE(TYP)
CONCRETE.FILLED CMU,HOLLOW CMU, 5/16.0 TAPCON(TYP)
TIMBER.ALUMINUM.OR STEEL OPTIONAL STAGGERED OPTIONAL STAGGERED (ENDCAP SYSTEM ONLY)
ATTACHMENT ATTACHMENT
5/16'0 TAPCON,3/8.0 ANCHOR, 3/16Y TAPCON,3/6.0 ANCHOR,
1/4-14 SCREW,OR 5/16-24 SCREW(TYP) 1/4-14 SCREW,OR 5/16-24 SCREW(TYP) ' ^
AV
(SEE 4',3',OR 2-BUILD-IN TABLES ON 4 (SEE 3'OR 2'BUILD-IN TABLES ON °
• SHEETS 14 TO 17 FOR SPACING) S l SWEETS 15 TO 17 FOR SPACING) .• '
° t NOTE: ?
NOTE: SEE BUILD-IN TABU
• (�(( SEE BUILD-IN TABLE •,( hnl\ { CORRESPONDING TO THE
YX4• CORRESPONUNG TO BUILD IN WIDTH AGAINST THE
•' •'' 3•X4° THE BUILD-IN WIDTH \ - •. 2• EXISTING STRUCTURE _
AGAINST THE
EXISTING.STRUCTURE • � 3•X3'
riI �l1 I/B•OR 1/4'WALL THICKNESS leg
•�m 1/8.OR 1/4•WALL i� ImUTA){(L (SEE TRACK MOUNT TABLES ON aa
' THICKNESS(SEE TRACK SHEET I1 FOR THICKNESS) !
MOUNT TABLES ON I ^,E
SHEET 11 FOR THICKNESS)
• 0'•, .
SLAT LOCK END CONNECTOR SLAT LOCK END CONNECTOR
EVERY OTHER SLAT AT EACH END EVERY OTHER SLAT AT EACH EVD ]2 I
02'MIN 0.2'MIN 7 -
END-RETENTION TRACK SHOWN.OPEN FACE END-RETENTION TRACK SHOWN,OPEN FACE
ACiE45 MOLE ) AND NON-RETENTION TRACKS SIMILAR . AND NON-RETENTION TRACKS SIMILAR
5/5-0 5/80 ACCESS HOLE(TYP) O
1/4-14 SCREW,OR 3/16-24 SCREW(TYP) 1/4-14 SCREW,OR 5/16-24 SCREW(TYP) W
(SEE TRACK MOUNT TABLES ON (SEE TRACK MOUNT TABLES W
SHEET 11 FTM SPACING) ON SHEET 11 FOR SPACING) O W y
Q CC Kn
�4",3",OR 2" BUILD-IN(OPTION 3A) n3",OR 2" BUILD-IN(OPTION 3B) s/e AccEss HDLE(w> o w
Bq RETENTION i NON4tEENTlDN-N.TS. 91DRETENTI0116 NON-RETENTION-N.T.S. SHUTTER HOUSING W Z
m
1/4-14 SCREW,OR 5/16-24 SCREW(TYP) =Z Z
(SEE TRACK MOUNT TABLES g r N
ON SHEET I1 FOR SPACING)
W
S8MM SLAT I J
LS•YS•YS/8'ALUM. W—+
j • • • WW0/8'ALUM. v �O
Ir
5/15.0 TAPCON,3/8.0 ANCHOR. • 510E RAL/MACK ?L�
.. 1/4-14 SCREW,OR 5/16-24 SCREW MP) W
(SEE 3/8'ANGLES TABLE ON ..
SHEETS 18 8 17 FOR SPACING) Lj
- g
• 1/4-14 SCREW,OR 5/16-24 SCREW(TYP) fl g
° (SEE TRACK MOUNT TABLES - VERTICAL BUILD IN OI
SLAT
LOCK END CONNECTOR C
'! ON SHEET 11 FOR SPACING) ° EVERY OTHER SUT AT EACH END Y
•, ' •' 0.2'MIN C
^ ^ END-RETENTION TRACK SHOWN.OPEN FACE - 5 • • C4;
• . AND NON-RETENTION TRACKS SIMILAR
. . .• 5/8.0 ACCESS HOLE(TYP) a
• - •
SLAT LOCK END CONNECTOR •�0 5/16.0 TAPCON,3/8.0 ANCHOR, ���� ^iF••
EVERY
OTHER SLAT AT EACH END 1/4-14 SCREW,OR 5/16-24 SCREW(TYP)
(SEE 3/8'ANGLES TABLE ON g L �•,
5/8.0 ACCESS HOLE(7YP) 0.2•NM SHEETS 16 R 17 FOR SPACING) O'• O J-
END-RETENTIDN TRACK SHOWN,OPEN FACE
AND NON-RETENTION TRACKS SIMILAR - C
A L3x3x3/8 ANGLE BUILD-IN(OPTION 4A) A L3x4x3/8 ANGLE BUILD-IN(OPTION 48� a BUILD-IN SECRON o �c
BID-REtENTION 6 NOWRE ELATION-N.T.S. END-RETENTION 6 NONAETENTION-N.T.S. dD RETETTTTa+6NON-RETENTION �.
.�..•• 4)� `�
1
7jtlnnnll
NOTE: ACCESS HOLES FOR 3/8'ANCHORS ARE 13/16.0
M
BUILD-IN•BUILD-OUT,END. EXISTING STRUCTURE
INTERMEDIATE MULLION CONCRETE,FILLED CMU,HOLLOW CMU, UP TO 350 LBS SHUTTER!:pOM WITH:
OR�ORNER MULLION TIMBER,ALUMINUM,OR STEEL
(4)5/16"0 CONS OR
UP TO 100 LRS SHUTTER WEIGHT WITH: UP TO 200 LBS SHUTTER WEIGHT WITH: (8) 1/4"0.1"SMS
(2)5/16-TAPCON OR (3)S/160 TAPCONS OR
'• (3) 1/4.0x1-SMS (4) 1/40a1'SMS a
a '
a e
e ^
1/4.0 SELF-TAPPING SMS(TYP) 5/16.0 TAPCON(TYR)jl�
---- ---- ---- MOUNTING BRACKET
ENDRETEtMON 6 NON-RETENTION INSTALLATION-
STEEL BRACKET STEEL BRACKET STEEL BRACKET • �
Q
MOUNTING BRACKET INSTALLATION
END•RETFNTTON 6 NON-RETENTTON INSTALLATION-N.Ta
/Y a l0 O
3/16.0 ALUM.POP-RIVETS �G
s
A ROLL FORM.030 TO.050 ALUM.HOOD GEAR PLATE OR N
BOCK SIDE MOTOR BRACKET ® Q h
• 3/16.0 ALUM.POP-RNETS O W
1/4.0 TAPCON a 16'O.C.(TMP) / m z
1/4'O SELF-TAPP(NG SMS Z=
e 18'O.C. (TMP;. O
4n
C"_
1/6'HOOD ANGLE 1/6 'OW""O'E SIDE RAIL J
1/4'0 SELF-TAPPING SMS / e::9 YSx7O
\ GIB'O.C.(TYP) G
1/4-0 TAPCON a 18-O.C.(TYP GEM OR TUBI:LAR MOTOR Z
W
STEEL OR ALUM.TUBE 60 Y DRIVE CM LI '3
70MM UP TO 120 SF OR 180' a ^
1DOMM OVER 120 SF OR 180' 70YM j f� g
CUSTOM HOOD WALL ATTACHMENT CUSTOM HOOD CEILING ATTACHMENT BEARING PLATE OR /10x3/4'TEKS OI !
ENDRETENTION 614MRETENTION INSTALLATION-N.T.S. END-RETENTION 6.NON-RET@ITION INSTALLATION-N.T.S. IDLER SUPPORT ,s C Ep
0011"'
Y �
STD.OR ADI.PHOT Cpa.
^AST SIDE CAPTO 14'
ROLL FORM.030 TO.050 ALUM.HOOD
FROM SIDE
J
10- ;O
SIDE RAIL %O I �
END CAP COMPONENTS AND ASSEMBLY O..•'
ETIO-RETMP(•EN4tETBiA fNSTALLA7TON-N.T.S. �'• r��
ALUMINUM HOOD COVER
N
ENbAETENTTON ANON-RETENTION INSTALLATION•N.T.S � N
10�• 2.965' /tOK 2 1/2'SMS 55 316 M
0.312• 1364• OR LONGER ACETAL END CONNECTOR iii���
0.085-
r 0.159"
1 �
0.082'
58 MM SUT
LL,971.1�r-
0.057-
T
0.800. 2.130•
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MAXIMUM DESIGN PRESSURE OF A SINGLE UNIT SLAT MAXIMUM DESIGN PRESSURE OF ASINGLE UNIT SLAT RETENTION TRACKS RETENTION TRACKS RETENTION TRACKS MAXIMUM DESIGN PRESSIhtE OF A SINGLE UNIT SLAT
MAXIMUM DESIGN PRESSURE MAXIMUM DESIGN PRESSURE MAXIMUM DESIGN PRESSURE
WALL FOR ANY HEIGHT ATTACHED W1TH WALL FOR ANY HEIGHT ATTACHED WITH WAIL FOR ANY HEIGHT ATTACHED W11H
OF A SINGLE UNIT SLAT OF A SINGLE UNIT SLAT OF A SINGLE UNIT SLAT
916'ELCO ULTRACON HFH 6'O.C. 916'HFH ELCO ULTRACON d'O.C. 114'-11 ELCODRIL-f LEX. 119• �4
WALL FOR ANY HEIGHT WALL FOR ANY HEIGHT WALL FOR ANY HEIGHT �
CONC.6 HOLLOW CONIC.8 HOLLOW ATTACHED WITH ATTACHED ANTH ATTACHED WITH 6'O.C. Q 6.O.C. @ 4.O.C. @ e'O.C. --
TIMBER TIMBER
FILLED CMU CMU FILLED CMU CMV 318'ELCO CONFLIX Q 8'O.C. 31B'ELCO CONFLIX�6'O.C. 33'ELCO CON LEX @ 4'O.C. 19'PllST 114'AUST 118'AUST 1!4'ALIST �
SLAT SPAN SLAT SPAN SLAT SPAN mg
PRESSURE PRESSURE PRESSURE PRESSURE PRESSURE PRESSURE CONC.B CONC.B CONC,6 PRESSURE PRESSURE PRESSURE PRESSURE 9
(PSF) (PSF) (PSF) PSF (PSF) FILLED CMU FILLED CMU FILLED CMU PSF PSF (PSF) (PSF) e�
SLAT SPAN SLAT SPAN SLAT SPAN
57' 140 123 140 60' 140 124 140 PRESSURE PRESSURE PRESSURE 56' 133 140 140 140
60' 140 107 130 64' 140 105 140 (PSF) (PSF) (PSF) 60' 109 140 126 140 �9
67 140 93 115 66 140 90 122 72' 136 84' 129 96' 140 64' 91 132 107 140
66' 133 82 103 77 140 78 108 76' 122 86 119 100' 140 68' T7 115 92 140
66J121 73 93 76' 134 68 96 80' 110 92' 110 104' 134 72' 66 101 79 13577 65 84 BY 121 61 87 84' 101 96' 102 108' 126 76' 57 89 69 12175' 58 76 84' 111 54 79 BB' 92 100' 95 117 119 B7 50 90 62 109
76 53 70 B6 102 49 72 92' 85 104' 89 116' 113 84' 44 73 55 10081' 48 64 97 94 44 66 96' 79 100' 04 120' 107 08' 39 66 49 91 O84' d3 99 96' 87 40 81 100' 73 1fY 79 124' 102 92' 35 80 1/ 84
87' 40 55 100' 81 37 56 104' 68 116' 74 128' 97 96' 32 55 41 78
90' 37 51 104' 75 34 52 108' 64 120' 70 132' 92 100' 29 51 37 72 1A
93 65 34 47 108' 71 1 31 49 117 60 124' 67 136' 89 104' 27 1 47 34 67 Q h
96 81 32 45 117 66 29 46 1 116' 56 128' 63 1W 85 108' 24 44 31 63 O
96 58 29 42 116' 62 27 43 120' 93 132' 60 144' 81 112' 22 41 29 59 W Z
107 55 27 39 120' 59 25 41 124' 50 136' 57 148' 78 116' 21 39 27 56 1h
105' 52 25 37 124' 56 24 38 128' 48 140' 55 1S7 75 120' 19 38 25P43
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111' 47 23 33 132' 51 21 34 136' 43 14W 50 160' 69 128' 17 32 22 O
114' 44 21 32 136' 48 20 33 140' 41 152' 48 164' 67 132' 16 31 21 ce
117' 43 20 30 140' 46 19 31 144' 39 156' 46 166 65 136' 15 29 20 43120' 41 19 29 141' 14 18 3D 146 38 160' 45 777 62 140' U 28 19W123' 39 18 27 14W 42 17 28 152' 36 164' 43 176' 60 144' 13 27 18126' 37 17 26 152' 40 16 27 156' 35 166 41 180' 58 148' 12 25 17 Li g i
129' 36 16 25 156' 39 16 26 160' 33 177 40 184' 56 152' 12 24 16 36 J
137 34 16 24 1S0' 37 15 25 164' 32 176' 39 188' 55 156' 11 23 16 34 1 c X `z
135' 33 15 23 161' 36 14 24 168' 31 ISO' 37 197 53 160' 11 22 15 33
136 32 14 22 168' 34 14 23 172' 3D 184' 36 196' 51 164' 10 21 14 32 Y
141' 31 14 21 172' 33 13 22 176' 29 186 35 T00' S0 168' 10 20 1d 30 C y! V
144' 30 13 21 176' 32 13 22 180' 28 192' 34 204' 49 172' 9 20 13 29 OI "
147' 29 13 20 180' 31 12 21 184' 27 196 32 216' 45 176' 9 19 13 28 W ;
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153' 27 1 12 19 186' 1 29 1 11 1 19 1192 25 210 30 237' 39 184' 8 18 12 26 ` �a
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END-RETENTION-&- END-RETENTION& END-RETENTION&NON-RETENTION TRACKS END-RETENTION&NOWRETENTION TRACKS
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HEIGHT ATTACHED NTH HEIGHT ATTACHED NTH
Q 6'O.C. Q 6'O.C. Q 4'OC. Q 4'OC. Q e.O.C. Q 6-O.C. Q 4'O.C.
318'ELCO CONFLIX Q 8'O.C. 378'ELCO CONFLIX Q 6'O.C. $
SLAT SPAN
118'RUST 114'ALIST UB'ALIST 114'NSLAT SPAN IST 114'AUST 114'AUST 1X4'ALIST
CONC.6FILLED CONC dFILLED PRESSURE PRESSURE PRESSURE PRESSURE PRESSURE PRESSURE PRESSURE
SLAT SPAN CMU SLAT SPAN CMU (PSF) (PSF) SF S (PSF) (PSF) (PSF)
PRESSURE(PSF) PRESSURE(PSF) 56' 125 140 140 140 68' 95 112 140
80' 103 140 119 140 72' 84 99 131 $$
68' 140 72' 140 64' 86 124 140 76' 74 89 117
72' 126 76' 140 fib' 73 106 86 06 140 80' 66 79 106
76' 113 80' 129 77 62 1 95 75 1 124 84' 59 72 97
BD' 102 Be 118 76' 54 84 66 112 86' 54 65 89
84' 93 88• 108 80' 48 76 58 101 97 49 60 82
88' 85 97 100 1' 42 68 52 92 96' 45 55 76 C
97 79 96' 93 88' 37 62 47 85 100' 41 51 1 71 F
96' 73 1001 87 97 34 57 42 78 104' 38 47 66
100' 66 10d' B2 96' 30 52 39 72 108' 35 44 62 ty 4n
104' 63 108' 77 100' 28 48 35 67 117 33 41 58 A tF H
108• 59 117 72 104' 25 45 33 63 116' 31 39 55 9=
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116• 1 52 120' 64 117 22 39 28 55 124• 27 35 49 m z s
120' S0 124• 61 116• 20 37 26 52 128' 26 33
124' 47 128' 58 120' 19 35 25 49 137 24 31 44
128' N 137 55 124' 17 33 23 47 136' 23 1 29 1 42
137 42 136' 53 128' 16 31 22 44 140' 22 28 40 O
136' 40 740' 51 132' 15 29 20 42 144' 21 27 39 G OC
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156' 32 160' 41 1520 12 23 16 34 164' 17 22 32 A _
160• 31 164' 40 156' 11 22 15 32 16B• 16 21 30 C
164' 30 168• 38 160' 11 21 14 31 172' 16 20 29 u
168' 29 17Y 37 1641 10 20 14 30 176' 15 19 28
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• STORM BARS CAN BE USED TO REDUCE MINIMUM SEPARATION TO GLASS
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NOTE: 3120 (3)SIG ULTRACON 1720 (/)5R6'ULTRACON 2360 (4)5116'ULTRACON j C e ry
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SPACING AND LOCATIONS WHEN REQUIRED. cn
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'MIN ALUMINUM � 4 C=
ROAD ANCHORS REWIRED DESIGN LOAD ANCHORS REQUIRED DESIGNLOAD ANCHORSREWIRED DESIGNLOAD ANCHORS REWIRED DE9GNLOAD ANCHORS REWIRED EACH ANGLE EACH ANGLE EACH ANGLE LBS) EACH ANGLE LBS EACH ANGLE1 IN'ANCHORS 700 (1 114'ANCHORS 600 1 114'ANCHORS 1320 1 IX 4 DRIL-FLEX 2120 1 11411 DRIL-FLEX 4 S2)V4'ANCHORS 1400 2 114'ANCHORS 1200 2 1N'ANCHORS 2840 114-14 DRIL-FLEX 4210 lIC14 DRIL-FLEX(1 SIG ULTRACON 880 1 5116'ULTRACON I18D (1)5116'ULTRACGIN 3960 IX14 DRIL-FLED( 6390 IX14 DRIL-FLEX 5116'ULTRAC43N 1720 2 5116'ULTRACON 2380 SIG LATRACON 1210 1 iN THRU BOLT 2500 1 IN THRU BOLT _ •Z
1)VT DROPIN 2590 3 5116'ULTRACON 3540 (3)SIG LILTRAC40N 2480 1N THRU SOLT 5000 1N THRU BCLT d•(Z 3/8'DROPIN 3410 4 5116'ULTRACCM! 4720 (4J 5116'IA.TRACON 3760 2)319 THRU BOLT 3760 1 3I9 THRU BOLT �O'. Q
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MAXIMUM DESIGN PRESSURE OF A MAXIMUM DESIGN PRESSURE OF A MAXIMUM DESIGN PRESSURE OF A MAXIMUM DESIGN PRESSURE OF A
2'X2'X774'STORM BAR(6063-T8)-2 SPANS 2'X3'X11B'STORM BAR 6083-T6)-2 SPANS 7X4'X118'STORM BAR(6063-T6)-2 SPANS 2'X4'X118'STORM BAR 6063-T6-2 SPANS
AVERAGE STORM BAR DESIGN STORM BAR STORM BAR AVERAGE STORM BAR DESIGN STORM BAR STORM BAR AVERAGE STORM BAR DESIGN STORM BAR STORM BAR AVERAGE STORM BAR DESIGN STORM BAR STORM BAR
SPAN VADTH LENGTH PRESSURE END LOAD DEFLECTION SPAN WIDTH LENGTH PRESSURE END LOAD DEFLECTION SPAN WIDTH LENGTH PRESSURE END LOAD DEFLECTION SPAN WDTH LENGTH PRESSURE END LOAD DEFLECTION
UPTO UPTO PSF LB Y IN UPTO UPTO (PSF) (LB) YIN UP TO UPTO (PSF) VIN UPTO UP TO (PSF) (LB) VIN IRE
140 766 1.2 47 140 766 1.0 66' 140 1203 1.1 54' 131 1658 1.0
46' 140 875 1.5 48' 140 975 12 77 132 1238 1.1 W. 106 1491 1.1
54' 140 984 1.8 54' 140 984 1.4 78' 113 1148 1.1 66' 87 1346 1.1 x
60' 117 914 2.1 60' 125 977 1.7 84' 97 1061 1.1 77 73 1232 1.1
66' 96 825 2430' 103 885 118 90' 06 996 1.1 78' 63 1152 IT
30' 30' 30' S1'
72' 61 759 2.8 77 87 918 118 96' 7/ 926 1.1 94' Sr 1087 1.1 >-
18' 67 680 3.1 78' 74 752 1.8 102' 66 877 1.1 W. 47 991 1.1
84' 54 591 3.4 84' 64 700 1.8 108' 59 830 1.1 W. 41 923 1.1
90' 44 516 3.4 90' 1 56 656 1.8 114' 53 787 1.1 102' 37 885 1.1 .
96' 36 450 3.4 96' 49 613 ib 120' 48 750 1.1 108' 33 835 1.1
47 140 919 12 47 140 919 1.0 66' 131 1351 1.1 48' 140 1750 0.8 �
/8' 140 1050 1.5 Mr 140 1050 1.2 77 110 1278 1.1 54' 118 1659 1.0
1. 120 1013 1.8 1. 129 1089 1.4 78' 94 1146 1.1 60' 95 1484 1.1 =
60' 97 909 2.1 80' 104 975 1.7 BC 81 1063 1.1 66' 79 1358 1.1 O
36' 66' 80 825 2.4 %, 66' 86 BB7 1.8 %, W. 71 9% 1.1 60, 72' 66 1238 1.1
77 68 765 2.8 77 72 810 1.8 %' 62 930 1.1 78' 56 1138 1.1
78' 56 683 3.1 78' 62 756 1.8 107 55 077 1.1 84' 49 1072 1.1 Q c 7
Bl' 45 591 3.4 94' 53 696 1.8 108' 49 827 1.1 %. 42 984 1.1
L,;
37 520 3A 90' 46 647 1.8 114' 44 784 1.1 %' 37 925 1.1 O
%' 30 450 3.4 96' 41 615 1A 120' 40 750 1.1 102' 33 877 1.1 co_
42' 140 1072 1.2 47 140 1072 1.0 66' 112 1348 1.1 42' 140 1684 0.7 Z S
48' 130 1138 1.5 48' 140 1225 12 77 94 1234 1.1 /8' 135 1856 0.8 d
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103 1014 1.8 54' 110 1083 1A 78' 81 1152 1.1 54' 107 1655 1 0
60' 83 90B 2.1 80' 89 973 1.7 54' 69 1057 1.1 60' 87 1495 1.1
66' 69 830 2.4 68' 74 890 1.8 90' 60 964 1.1 66' 72 1361 1.1 O
47 77 58 761 2.8 47 77 62 814 1.8 47 53 928 1.1 66 12' 60 1238 1.1 O OC
78' 48 683 3.1 78' 53 754 1.8 107 47 874 1.1 78' 51 1140 1.1 Lu
64' 39 597 3.4 84' 46 704 IS 108' 42 827 1.1 84' 44 1059 1.1
90' 31 5D9 3.4 90' 40 656 1.8 114' 38 790 1.1 90' 38 980 1.1 u lei 3
%' 26 455 3.4 %' 35 613 1.6 120' 34 744 1.1 %' 34 935 1.1 e o
47 140 1225 1.2 47 140 1225 1.0 66' % 1348 1.1 42' 140 1836 0.7
48' 114 1140 1.5 48' 122 1220 1.2 72' 83 1245 1.1 48' 124 1860 0.8 'CC _
54' 90 1013 1.8 54' 97 1091 1.4 78' 70 1138 11 54' % 1654 1.0 Y
W. 73 913 2.1 60' 78 975 1.7 84' 61 1068 1.1 60' 79 1481 1.1 C
66' 60 825 2.4 86' 65 894 1.8 90' 53 994 1.1 66' 86 1361 1.1
48' 48' d8' 7Y OI
7Y 51 765 2.8 77 54 810 1.8 %' 47 910 1.1 7Y 55 1238 1.1 C b 3
78' .42 683 3.1 78' 46 748 1.8 102' 41 871 1.1 76' 47 1146 1.1 W K S
84' 34 595 3.4 84' 40 700 18 108' J7 833 1.1 84' 40 1050 1.1
90' 27 506 3.4 90' 35 656 1.8 114' 3J 784 1.1 90' 35 984 1.1
23 460 3.4 %' 31 620 1.8 120' 30 750 1.1 %' 31 930 1.1
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MAXIMUM DESIGN PRESSURE OF A MAXIMUM DESIGN PRESSURE OF A MAXIMUM DESIGN PRESSURE OF A MAXIMUM DESIGN PRESSURE OF A
2'X4'X118'STORM BAR(606176) 3 OR MORE SPANS 2-X4-XI/8-STORM BAR(6063-T(5).3 OR MORE SPANS 2 X4'X114'STORM flAR(6063-T6).3 OR MORE SPANS 2'X4'%1/4'STORM BAR(6063.76) 3 OR MORE SPANS
AVERAGE STORM BAR DESIGN STORM BAR STORM BAR AVERAGE STORM BAR DESIGN STORM BAR STORM BAR AVERAGE STORM BART68
STORM BAR STORM BAR AVERAGE STORM BAR DESIGN STORM BAR STORM BAR
SPAN W10TH LENGTH PRESSURE ENDLOAD DEFLECTION SPAN WIDTH LENGTH PRESSURE ENDLOAD DEFLECTION SPAN WIDTH LENGTH END LOAD DEFLECTION SPAN WIDTH LENGTH PRESSURE ENDLOAD DEFLECTION
UPTO UPTO (PSF) LB Y(IN UPTO UP TO (PSF) LB) Y(IN) UPTO UPTO (LB) Y IN) UPTO UPTO (PSF) (LB) Y(IN)
66' 140 1107 1.1 54' 140 1630 1.0 56' 1771 0.8 54' 140 2355 0.7 i S
72' 140 1208 1.1 60' 116 1501 1.1 75' 2013 Ob 60' 140 2616 0.8
78' 123 1149 t.1 66• 96 1366 1.1 64' 1900 0.8 66' 118 2426 0.8
81' 106 1067 1.1 77 80 1242 1.1 93• 1729 0.8 77 99 2220 0.8
�. 90' 93 1003 1.1 u, 78• 68 1144 1.1 4B, 102' 1564 0.8 78, 1B' 85 2065 0.8
Nil
96• 81 932 1.1 U. 59 1069 1.1 111' 1447 1.0 84' 73 1910 0.8
102' 72 880 1.1 90• 51 990 1.1 120' 58 1334 1.1 90• 63 1766 0.8
104' 54 828 1.1 45 932 1.1 129' 50 1236 1.3 56 1674 0.8
114' 58 792 1,1 10202' 40 880 1.1 138' 44 1164 1.5 10202' 1 49 1557 0.8
120' 62 748 1A 108' 36 636 1.1 147' 39 1099 1.7 108' 44 1480 -5-
66- 140 1328 1.1 48' 140 1610 0.8 66• 140 1992 0.8 54' 140 2536 07
72' 121 1252 1.1 54' 129 1669 1.0 ]5' 132 2135 Ob 60' 133 2677 0.8
78' 103 1155 1.1 60' 161 1495 1.1 w 1051902 0.8 M. 110 2435 0.8 Z
84' 89 1075 1.1 68' 86 1360 1.1 93' 66 1725 0.8 72' 92 2222 0.8 O
36' 90' 77 9% 1.1 60, 77 72 1242 1.154' 102• 71 1562 0.8 64* 74' 79 2067 0.8
96' 68 938 11 78' fit 1169 1.1 111' 60 1435 1.o Bd' 69 1916 0.8 1--y
102• 60 880 1.1 840 53 1067 1.1 120• 52 1346 1.1 W. 59 1781 0.8 Q Lu h
108' 54 838 1.1 90• 46 992 1.1 129' 45 1252 1.3 96• 52 1674 0.8
114' 48 787 1.1 96• 41 943 1.1 138' 39 1160 1.5 102' 46 1574 0.8 O W
11(1' 43 712 1,1 102' 36 880 1.1 147- 34 1078 1.7 108' 41 1485 0.9 to
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123 1361 1.1 47 140 1550 0.7 66• 140 2214 0.8 54• 140 2717 0.7 �C N
103 1244 1.1 48' 140 1771 0.8 75' 119 2138 0.8 W. 124 2674 0.8 e� 4i
BB 1151 1,1 51' 117 1665 1.0 84• 95 1912 0.8 66' 102 2419 08 W�76 1071 1.1 w 95 1502 11 97 77 1716 0.8 72• 86 2225 0.8o42' 1.1 66, 66' 78 1357 1 1 1, 102' 64 1564 0.8 �, 78' 73 2046 0.8SB 934 1.1 77 B6 1252 11 111' S4 1436 1.0 84' 63 1902 0.8 11
Z51 872 1.1 78' 56 1151 1.1 120' 46 1323 1.1 90' 55 1779 0.8 2"
46 833 1.1 94' 48 1063 1.1 129' 40 1236 1.3 96' 48 1656 0.8 sB
114' 41 784 1.1 90• 42 996 1.1 138' 35 1157 1.5 102' 43 1576 0.8 LJ 181 3 3
120' 37 745 1.t 96' 37 936 it 147' 31 1092 1.7 108' 38 1475 0.9 a
86' 108 1386 1.1 47 140 1691 0.7 B6' 128 2429 0.8 48' 140 2576 0.6 p4ill
72' 90 1242 1.1 48• 136 1877 0.8 75' 99 2135 0.8 51' 140 2898 0.7 C
76' 77 1151 1.1 54' 107 1661 1.0 84' 79 1908 0.8 60• 116 2668 0.8 Y "'
84' 66 1063 '.1 60' 87 1501 1.1 93• 64 1711 0.8 66• 96 2429 0.8 C
48• 90• 58 1001 1.1 72• 66• 72 1366 1.1 72• 102' 54 1584 0.8 72' 81 2236 0.8 C s
02 51 938 1.1 72' 80 1242 1.1 111' 45 1436 1.0 78' 69 2063 0.8
107 45 880 1.1 78' S1 1144 1.1 120' 39 1346 1.1 84• 59 1900 0.4 o
108' 40 828 1.1 84' M 1063 1.1 129' 33 1224 1.3 W. 52 1794 0.8 r
114' 36 787 1.1 90' 39 1009 1.1 138' 29 1151 1.5 96' 45 1656 0.8
120' 33 759 1.1 96' 34 938 1,1 147' 26 1099 1.7 107 40 1564 0.8
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DERECTION Y _ -
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