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DATE FILED: vo -a, � I �
REVISION FEE: :j'S. t6
PERMIT # -o q
RECEIPT #
PLANNING & DEVELOPMENT SERVICES
BUILDING & CODE REGULATION DIVISION
2300 VIRGINIA AVENUE
FORT PIERCE, FL 34982-5652
(772) 462-1553 FAX (772) 462-1578
APPLICATION FOR BUILDING PERMIT REVISIONS
PROJECT INFORMATION
1. LOCATION/SITE
ADDRESS: S -7c) -Li �8o I
2. DETAILED DESCRIPTION OF PROJECT
REVISIONS:
Ara
3. CONTRACTOR INFORMATION:
STATE of FL REG./CERT. #: C- I So 0 ST. LUCIE COUNTY CERT. #:
BUSINESS NAME: 11A., "C-
QUALIFIERS NAME: --u- dwt-A'-z
ADDRESS: ISA l(po!r &'LAAb b-AOsc-
CITY: STATE: I
PHONE (DAYTIME): f tr FAX:
4. OWNER/BUILDER INFORMATION:
NAME:
ADDRESS:
CITY:
PHONE:
5. ARCHITECT/ENGINEER INFORMATION:
NAME:
ADDRESS:
STATE:
FAX:
0 4-UJB6�b
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CITY: - STATE: ZIP:
PHONE (DAYTIME): FAX:
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Customer: ABDEL-HALIM Wu'rKc4-der Number: 09022014006 N0301
Unit No.
Wall
Pressure
Opening
Width
Opening.
Height
Shutter
Width
Shutter
Height
Slat
Length
Anchor -
Spacing
1
55.9
60
92
74.75
97
93.75
9"o.c.
9"o.c.
2
55.9
130.5
104.25
126.5
104
100.75
9"o.c.
9"o.c.
3
55.9
60
92
74.75
97
93.75
9"o.c.
9"o.c.
4
55.9
112.875
103.625
108.875
103.5
100.25
9"o.c.
5
55.9
72
92
86.25
97
93.75
9"o.c.
9"o.c.
6
55.9
71.75
103.5
86.25
103.5
100.25
9"o.c.
9"o.c.
7
65.9
71.75
103.75
86.25
103.75
100.5
9"o.c.
9"o.c.
8
55.9
108
103.625
126.125
103.5
100.25
9"o.c.
9"o.c.
9
55.9
108
103.625
126.5
103.75
100.5
9"o.c.
9"o.c.
10
55.9
71.75
103.5
86.25
103.375
100.125
9"o.c.
9"o.c.
11
55.9
60
92
74.75
97
93.75
9"o.c.
9"o.c.
04/09/2012 -
F:\01 Project Files\ 2010-MPS\400 Wind
Series C&C
2010 FLORIDA BUILDING CODE & ASCE 7-10 "ASD"
DESIGN LOADS FOR COMPONENTS AND CLADDING
INTERIOR ZONE 4 PRESSURES
Mean
DESIGN PRESSURES (PSF) -ZONE 4
Roof
Tributa Area S Ft
Height
10 15 20 25 30
61-70 ft
-51.7
-51.7
-51.7
-51.2
-50.6
+51.7
+51.7
+51.7
+50.7
+49.9
+
-52.9
-52.9
-52.9
-52.4
-51.8
5 8`
9
5 Gx
`5
80ft
+52.9
+52.9
+52.9
+51.9
+51.1
+
90 ft
-54.0
-54.0
-54.0
-53.4
-52.9
-52.
1-
+54.0
+54.0
+54.0
+53.0
+52.1
+51.4
+50.8
9.7
-55.0
-55.0
-55.0
-54.4
-53.9
),gS.Qj
-
3=
100ft
IE+lam
+55.0
+55.0
+55.0
+53.9
+53.1
.4
+,_
-55.9
-55.9
-55.9
-55.3
-54.8
-54&7-
- -
110 ft
+55.9
+55.9
+55.9
+54.9
+54.0
+53.2
+52.6
+52.0
+51.5
-56.8
-56.8
-56.8
-56.2
-55.6
-55.1
-54.7
-54.3
-53.9
120 ft
+56.8
+56.8
+56.8
+55.7
+54.8
+5
+53.4
+52.8
+52.3
-57.6
-57.6
-57.6
-57.0
-56.4
-55.9
-55.4
-55.0
-54.7
130 ft
+57.6
+57.6
+57.6
+56.5
+55.6
+54.8
+54.1
+53.5
+53.0
-58.3
-58.3
-58.3
-57.7
-57.1
-
-56.1
-55.8
-55.4
140 ft
+58.3
+58.3
+583
+57.2
+56.3
+55.5
+54.8
+54.2
+53.7
-59.0
-59.0
-59.0
-58.4
-57.8
-57.3
-56.8
-56.4
-56.1
150 ft
+59.0
+59.0
+59.0
+57.9
+57.0
+56.2
+55.5
+54.9
+54.4
-59.7
-59.7
-59.7
-59.1
-58.4
-57.9
-57.5
-57.1
-56.7
160 ft
+59.7
+59.7
+59.7
+58.5
1 +57.6
1 +56.8
+56.1
+55.5
+55.0
-60.3
-60.3
-60.3
-59.7
-59.1
-58.5
-58.1
-57.7
-57.3
170 ft
+60.3
+60.3
+60.3
+59.2
+58.2
+57.4
+56.7
+56.1
+55.6
-60.9
-60.9
-60.9
-60-3
-59.7
-59.1
-58.7
-58.2
-57.9
180 ft
+60.9
+60.9
+60.9
+59.8
+58.8
+58.0
+57.3
+56.7
+56.1
-61.5
-61.5
-61.5
-60.9
-60.2
-59.7
-59.2
-58.8
-58.4
190 ft
+61.5
+61.5
+61.5
+60.3
+59.4
+58.5
+57.8
+57.2
+56.6
-62.1
-62.1
-62.1
-61.4
-60.8
-60.2
-59.7
200 ft
+62.1
+62.1
+621
+60,9
+59.9
1 +50 ,
&.
71 3
-62.6
-62.6
-62.6
61.9
-61.3
6 1
'"
.5
210 ft
+62.6
+62.6
+62.6
+61.4
+60.4
+
�'�S.
8. `'S$.$7.
220 ft
-63.1
-63.1
-63.1
-62.4
-61.8
6
0, y
3,
+63.1
+63.1
+63.1
+61.9
+60.9
+ a)
�5$64
-63.6
-63.6
-63.6
-62.9
-623
6 .
c?
230 ft
+63.6
+63.6
+63.6
+624
+61.4
+60.5
+59.
8.6
240ft
ICE
���y7p-
6
+64.1Gp
+64.1
+64.1
+62.8
+61.8
`
i 59'
A
-64.5
-64.5
-64.5
-63.8
-63.2
-62
- '1
11�l
0'
250 ft
+64.5
+64.5
+64.5
+63.3
+62.3
+61.4
+60.7
+60.0
+59.4
-65.0
-65.0
-65.0
-64.3
-63.6
-63.0
-62.5
-62.1
-61.7
260 ft
+65.0
+65.0
+65.0
+63.7
+62.7
+61.8
+61.1
+60.4
+59.8
-65.4
-65.4
-65.4
-64.7
-64.0
-63.4
-62.9
-62.5
-62.1
270 ft
+65.4
+65.4
+65.4
+64.1
+63.1
+62.2
+61.5
+60.8
+60.2
-65.8
-65.8
-65.8
-65.1
-64.4
-63.8
-63.3
-62.9
-62.5
280 ft
+65.8
+65.8
+65.8
+64.5
1 +63.5
1 +62.6
1 +61.9
+61.2
+60.6
-66.2
-66.2
-66.2
-65.5
-64.8
-64.2
-63.7
-63.3
-62.9
290 ft
+66.2
+66.2
1 +66.2
+64.9
1 +63.9
1 +63.0
1 +62.2
+61.6
+61.0
EXTERIOR ZONE 5 PRESSURES
Mean
DESIGN PRESSURES (PSF) -ZONES
Roof
Tributa Area(S Ft
fight
SO 15 20 25 30 35 40 45 50
61-70 ft
+51.7
+51.7
+51.7
+50.7
+49.9
+49,2
+48.6
+48.1
+47.6
-97.0
-97.0
-97.0
-94.3
-92.1
-90.2
-88.6
-87.1
-85.8
Soft
+52.9
+52.9
+52.9
+51.9
+51.1
+50.4
+49.7
+49.2
+48.7
-99.0
-99.0
-99.0
-96.2
-94.0
-92.1
-90.4
-88.9
-87.6
Soft
+54.0
+54.0
+54.0
+53.0
+52.1
+51.4
+50.8
+50.2
+49.7
-100.8
-100.8
-100.8
-98.0
-95.7
-93.8
-92.1
-90.6
-89.2
_
+55.0 1
+55.0
1 +55.0
+53.9
+53.1
+52.4
+51.7
+51.2
1 +50.7
-102.5
-102.5
-102.5
-99.7
-97.3
-95.3
-93.6
-92.1
-90.7
110 ft
+55.9
+55.9
+55.9
+54.9
+54.0
+53.2
+52.6
+52.0
+51.5
-104.1
-104.1
-104.1
-101.2
-98.8
-96.8
-95.0
-93.5
-92.1
120 ft
+56.8
+56.8
+56.8
+55.7
+54.8
+54.0
+53.4
+52.8
+52.3
-105.6
-105.6
-105.6
-102.6
-100.2
"'-J
-94.8
-93.4
130 ft
+57.6
+57.6
+57.6
+
s.
_
+fi$
541�
+53.0
140 ft
-106.9
-106.9
-106.9
1
'-1=�
„6
.0
-94.6
+58.3
+58.3
+58.3
+ 2
4.2
+53J
150 ft
-108.2
-108.2
-108.2
1 •
7
0
�9 8
7.2
-95.8
+59.0
+59.0
+59.0
+ 9
+ 6;
1 ,.; ,
'
+54.4
-109.4
-109.4
-109.4
-10-6**i9i
9`
--
-96.8
160 ft
+59.7
+59.7
+59.7
+58.5
+57.pp,
6.1
+55.0
170ft
09.2
I
'
0M
rp+55.5
KM
+60.3
+60.3
+60.3
P
+ .
7
5.6
-111.7
-111.7
-111.7
-10 6°
' .
0
-98.8
180 ft
+60.9
+60.9
+60.9
+59.8
+58.8
+58.0
+57.3
+56.7
+56.1
-112.8
-112.8
-112.8
-109.6
-107.0
-104.8
-102.9
-101.3
-99.8
190 ft
+61.5
+61.5
+61.5
+60-3
+59.4
+58.5
+57.8
+57.2
+56.6
-113.8
-113.8
-113.8
-110.6
-108.0
-105.8
-103.9
-102.2
-100.7
0 ft
+62.1
+62.1
+62.1
+60.9
+59.9
+59.1
+58.3
+57.7
+57.1
-114.7
-114.7
-114.7
-111.5
-108.9
-106.7
-104.7
-103.1
-101.5
210 ft
+62.6
1 +62.6
+62.6
1 +61.4
+60.4
1 +59.6
+58.8
+58.2
+57.6
-115.7
-115.7
-115.7
-112.4
-109.8
-107.5
-105.6
-103.9
-102.4
220 ft
+63.1
+63.1
+63.1
+61.9
+60.9
+60.0
+593
+58.7
1 +58.1
-116.6
-116.6
-116.6
-113.3
-110.6
-108.4
-106.4
-104.7
-103.2
230 ft
+63.6
+63.6
+63.6
+62.4
+61.4
+60.5
+59.8
+59.1
+58.6
-117.4
-117.4
-117.4
-114.1
-111.5
-109.2
-107.2
-105.5
-103.9
M.
+64.1
+64.1
+64.1
+62.8
+61.8
+61.0
+60.2
+59.6
+59.0
-1183
-118.3
-118.3
-115.0
-112.2
-110.0
-108.0
-106.2
-104.7
250 ft
+64.5
1 +64.5
+64.5
1 +63.3
+62.3
+61.4
+60.7
+60.0
+59.4
-119.1
-119.1
-119.1
-115.7
-113.0
-110.7
-108.7
-107.0
-105.4
260 ft
+65.0
+65.0
+65.0
+63.7
+62.7
+61.8
+61.1
+60.4
+59.8
-119.9
-119.9
-119.9
-116.5
-113.8
-111.4
-109.4
-107.7
-106.1
270 ft
+65.4
+65.4
+65.4
+64.11
+63.1
+62.2
+61.5
+60.8
+60.2
ft
-120.6
-120.6
-120.6
-1171
-114.5
-112.1
-110.1
-108.3
-106.7
280
+65.8
+65.8
+65.8
+64.5
+63.5
+62.6
+61.9
+61.2
+60.6
-121.4
-121.4
-121.4
-118.0
-115.2
-112.8
-110.8
-109.0
-107.4
290 ft
+66.2
+66.2
+66.2
+64.9
+63.9
+63.0
+62.2
+61.6
+61.0
WIND VELOCITY = 165 MPH I MRH > 60'
EXPOSURE 'D' BASED ON Kd = 0.85
ENCLOSED STRUCTURE, FLAT TERRAIN
INSTRUCTIONS FOR TABLE USE:
1. TABLES ARE INTENDED TO PE"
ORST CASE' PRESSURES. 'WORST CASE' IS
DEFINED AS THE CR mTI WN VARIABLE AS DESCRIBED BELOW.
US . E OF CRITICAL CO i.t EQ�iiS1EORk ITH THESE TABLES.
2TABLES VALID O GY � �2F F`ROOF HEIGHT AS LIMITED ABOVE.
3. TABLES VALID F R L TJF• 1?E$$& . APPLICABLE REDUCTIONS FOR ROOF SLOPES
LESS THAN 10° SHA `B INEER AS A SITE SPECIFIC CONDITION.
4. IDENTIFY THE B L'A�V�E . OF HEIGHT. IF THE MEAN ROOF HEIGHT
CANNOT BE IDENTIF D, EAK` EI T.
5. ALWAYS ROUND ,; 3HT$ lq E LE VALUE OR CONSERVATIVE ASSUMPTION.
6. CALCULATE THE TRI F'^ E OP NING IN QUESTION (HEIGHT * WIDTH) OR
THE SPAN LENGTH (HEIGHT) M Y AN EFFECTIVE WIDTH THAT NEED NOT BE LESS
THAN ONE-THIRD�SP F.LGI� ,3). lltS.E.,THE AREA BETWEEN STRUCTURAL
OPENINGS ONLY- EA BE, R RAL MULLS. IF THE TRIBUTARY
AREA OF AN OPE DSTCRITICAL (10 SQUARE FEET) SHALL
BE USED. ALWAYS `i'tY „it �'f0 THE LESSER TABLE VALUE. FOR LARGER
TRIBUTARY AREAS TH3lN P B SH D, RGEST PUBLISHED VALUE.
7. IDENTIFY THE ZONE OF THE OPENING AS INTERIOR (ZONE 4) OR EXTERIOR (ZONE 5) PER
THE FIGURE OR INFORMATION BY OTHERS. ANY QUESTIONABLE OPENING IS TO BE
CONSIDERED THE MORE CRITICAL (EXTERIOR) ZONE.
8. READ OFF POSITIVE AND NEGATIVE PRESSURES FOR USE AS REQUIRED BY THE LOCAL
MUNICIPALITY IN ACCORDANCE WITH CODE.
9. FOR SITUATIONS THAT REQUIRE Kd=1.0, TABLE VALUES ARE UNDER -DESIGNED BY A
FACTOR OF 1.18. VERIFY Kd REQUIREMENTS WITH LOCAL MUNICIPALITY PRIOR TO TABLE USE.
GENERAL NOTES'
1. TABLES ARE TO BE USED IN CONFORMANCE WITH "ALLOWABLE STRESS DESIGN
METHODOLOGY" PER ASCE 7-10 SECTION 2.4.1 AND CHAPTER 30 PART 1 OR 3, USING THE
CRITERIA AS OUTLINED HEREIN.
2, DESIGN IS BASED ON THE 3 SECOND GUST (WIND VELOCITY) FOR THE WIND SPEED AND
EXPOSURE SPECIFIED. THESE TABLES NOT FOR USE WITH ESSENTIAL FACILITIES OR ASSEMBLY
OCCUPANCIES. TOPOGRAPHIC FACTOR Kzt=1.0 FOR FLAT TERRAIN USE ONLY. THESE TABLES
NOT VALID FOR HILLY TERRAIN. INTERNAL PRESSURE COEFFICIENT (GCpi=+/-0.18) FOR USE
WITH AN ENCLOSED STRUCTURE ONLY. VERIFY USE OF Kd (DIRECTIONALITY FACTOR) WITH
LOCAL BUILDING DEPARTMENT. HVHZ = HIGH VELOCITY HURRICANE ZONE. TABLES ARE FOR
WALLS AND VERTICAL SURFACES ONLY.
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.
4. THIS SPECIFICATION IS INTENDED TO ILLUSTRATE DESIGN WIND PRESSURES AS LISTED.
USE OF THESE TABLES AND CDR (SING WIND VELOCITY, EXPOSURE, AND OTHER
COEFFICIENTS LISTED N-L'L'�B� E�DC`FA ND VERIFIED BY THE GOVERNING
BUILDING DEPARTM RM • #-10LDE-NOs, RRANTY FOR APPLICABILITY OF TABLE
VALUE USE IS OFFE
5. THIS SPECIFIER 0- I 'f0 0 ER ANY PRODUCT APPROVED
CERTIFICATION. RE R E A, MITTED TEST CRITERIA AND OTHER
APPROVALS FOR DE $ N T'EONfI F MATION AND APPLICABILITY OF THESE TABLE
VALUES WHICH IS T ``B VERI `BsYOTSi. CCORDANCE WITH GOVERNING CODES.
6. ADHERE TO ALL ( ^, {x42QG3'.(];. 0� TEM ORDINANCES.
7. NO CERTIFICATIO "a F'1;,RE ITY OF THE HOST STRUCTURE.
8. EXCEPT AS EXPRESSLY P IN, NO ADDITIONAL CERTIFICATIONS OR
AFFIRMATIONS ARE INTENDED.
a= 10% OF LEAS�Cikli �Dttlffg dWOkn'&/,MOJMRH, PEAK ROOF
WHICHEVER IS SMALI_51 T_ k t�iF UE ,SM.fl•$ � QU QUESTION. HORIZONTAL HEIGHT
DIMENSION OR 3FT (lttr•)a•' S O E ff A'i=AL11=IdV MEAN
AN ENGINEER FOR A MORE SPECIFIC INTERPRETATION IF REQUIRED. ROOF
a a EAVE HEIGHT
ROOF
HEIGHT
5
5 1 4 15 /any
ELEVATION OO
WALL ZONE FIGURES IS EfRIC
v
to
a o
REMARKS
DRWN
CHKD
DATE
2010 FLORIDA BUILDING CODE
ENGINEERING
> #T
=` o o�
INITISSUE
GSS
TSB
03/05/12
m
m I
" 3
E5
ASCE 7-10, CHAPTER 30
EXPRESSO
o�
'� rn.
REV -ADJUSTED HEIGHTS
GSS
TSB
04/09/12
m
n
Z
DESIGN LOADS FOR COMPONENTS & CLADDING
160 SW 12th AVENUE, #106
OI� a W
�z
_
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MASTER PLAN SHEET
DEERFIELD BEACH, FL 33442
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THIS DOCUMENT IS THE PROPERTY OF FRANK L. BENNARDO,
PH: (954) 354-0660 FAX: (954) 354-0443
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RE AND SHALL NOT BE REPRODUCED IN WHOLE OR PART
WITHOUT WRITTEN CONSENT OF FRANK L. BENNARDO, P.E.
ALTERATIONS, HIGHLIGHTING, OR OTHER
ASCE
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MARKINGS TO THIS DOCUMENT ARE NOT PERMITTED AND
CERT OF AUTH #9885
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GENERAL NOTES:
1. THIS SYSTEM HAS BEEN TESTED AND EVALUATED AS A
LARGE MISSILE IMPACT PROTECTIVE SYSTEM IN ACCORDANCE
WITH THE REQUIREMENTS OF THE 2010 FLORIDA BUILDING
CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY
HURRICANE ZONE ("HVHZ"), PER TAS 201, 202, & 203
PROTOCOLS.
2. NO 33-1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN
USED IN THE DESIGN OFTHIS PRODUCT. WIND LOAD DURATION
FACTOR Cd=1.6 HAS BEEN USED FOR WOOD ANCHOR DESIGN.
3. POSITIVE AND NEGATIVE DESIGN PRESSURES
CALCULATED FOR USE WITH THIS SYSTEM SHALL BE
DETERMINED BY OTHERS ON A JOB -SPECIFIC BASIS IN
ACCORDANCE WITH THE GOVERNING CODE. SITE -SPECIFIC
PRESSURE REQUIREMENTS AS DETERMINED IN ACCORDANCE
WITH ASCE 7-10 AND CHAPTER 1609 OF THE 2010 FLORIDA
BUILDING CODE SHALL BE LESS THAN OR.EQUAL TO THE
POSITIVE OR NEGATIVE DESIGN PRESSURE CAPACITY -VALUES
LISTED HEREIN FOR ANY ASSEMBLY AS SHOWN.
4. DESIGN PRESSURES NOTED HEREIN ARE BASED ON
MAXIMUM TESTED PRESSURES DIVIDED BY A 1.5 SAFETY
FACTOR.
S. THE SYSTEM DETAILED HEREIN IS GENERIC'AND DOES
NOT PROVIDE INFORMATION FOR A'SPECIFIC SITE.'IF SITE
CONDITIONS DEVIATE FROM THE CONDITIONS DETAILED
HEREIN,A LICENSED ENGINEER OR REGISTERED ARCHITECT
SHALL PREPARE SITE SPECIFIC DOCUMENTS TO BE USED IN
CONJUNCTION WITH THIS DOCUMENT.
6. THE ADEQUACY OF THE EXISTING STRUCTURE TO
WITHSTAND SUPERIMPOSED LOADS IS OUTSIDE THE SCOPE OF
THIS CERTIFICATION AND SHALL BE VERIFIED BY OTHERS.
7. ALL COMPONENTS SHALL CONFORM TO THEIR RESPECTIVE
SPECIFICATIONS AS NOTED HEREIN.
8. ALL EXTRUSIONS SHALL BE 6063 T6 ALUMINUM ALLOY,
UNLESS NOTED OTHERWISE.
9. ALL POLYCARBONATE MATERIAL5'FOR USE.WITH THIS
SYSTEM SHALL BE MANUFACTURED FROM 1D0% SYNTHETIC
THERMOPLASTIC POLYMER RESIN (UV STABILIZED) AND
DEMONSTRATE COMPLIANCE WITH SECTION 2612 OF THE
BUILDING CODE SPECIFIED ABOVE.
10. SHUTTERS SHALL BE PERMANENTLY LABELED WITH A
MINIMUM OF ONE LABEL PER ASSEMBLY' CONTAINING THE
FOLLOWING:
FOLDING SHUTTER CORPORATION
WEST PALM BEACH,T'L
TAS 201, 202 & 203
FLORIDA PRODUCT APPROVAUNUMBER
11. THIS SHUTTER SYSTEM HAS BEEN DESIGNED ANDTESTED
TO THE MAXIMUM SPANS AND CORRESPONDING-LOADS.SHOWN
HEREIN.
12. TOP & BOTTOM DETAILS SHOWN.MAY.BE INTERCHANGED
AS FIELD CONDITIONS DICTATE WHERE:NOTED AS SUCH.
13. ALL BOLTS, NUTS, & WASHERS SHALL BE ZINC.COATED
STEEL, GALVANIZED STEEL, STAINLESS STEEL, OR ALUMINUM
ALLOY 2024-T4 OR 7075-TS. TEKS'AND.SHEET.METAL SCREWS
SHALL BE SAE GR. 2 MINIMUM OR EQUIVALENT.
14. STEEL SURFACES TO BEIl-ACED IN:CONTACT WITH
ALUMINUM SHALL BE GIVEN ONE COAT.OFZINC:CHROMATE
PRIMER OR SHALL BE GALVANIZED.
TITAN II FOLDING SHUTTER
WIDTH UNLIMITED
AS REQ'D
1 TYPICAL ELEVATION
1 N.T.S. EXTER ELEV
1
OSLAT SPAN
SCHEDULE
WIND
PRESSURE
(+!-)
MAXIMUM SLAT
SPANS
REACTION
AT TOPS
BOTTOM
POSITIVE
PRESSURE
NEGATIVE
PRESSURE
30 PSI
144.0'
144.0"
1801b1ft
35 psf
60.0"
60.0°
881b/ft
100.0"
100.0"
146Ib/ft
144.0.
144.0"
210161ft
40 psl
60.0"
60.0"
100 Wit
100.0"
100.0"
167 Wit
144.0"
144.0° 1
2401b/ft
46 PSI
60.0°
60.0°
115Ib/ft
97.0"E60.O"
1871b/ft
139.1'2761b/R
psf
60.0"125
ISM
89.0"187
Ib/ft50
100.0"208
Ib/ft
120.0"2501b/ft
136.2"3001bfl160.0°1381bf
55 psf
t81.0'.
187Ib/ft
100.0"
100.0"
229 Ib/ft
120.0"
120.0'
1 2751b/ft
133.0"
144.0"
1 3301bfft
60 ps(
60.0"
100.0'
60.0°
100.0"
/
2501b/ft
130.1"
138.4"
34 I
65 psf
59.0"
59.0"
160 ISM
92.0"
92.0"
249Ib/ft
100.0"
100.0'
271 Ibfft
127.5"
133.0"
3601bM
70 psf
60.0'
60.0"
1751b/ft
100.0"
100.0"
292ISM
125.2"
128.1"
374 Wit
75 psf
59.0"
69.0"
187 Wit
10o.0"
100.0"
313 Iblft
123.1"
123.8"
387 Ibfft
80 PSI
119.9"
119.9"
4001b/ft
90 psf
113.0"
113.0"
4241b/ft
100 psf
107.2'
107.2"
4471b/ft
110 psf
102.2'
102.2"
4681b/tl
120 PSI
96.7"
96.7"
5411Vft
I30 PSI
89.2"
89.2"
483 Ibfft
140 psf
. 62.9"
82.9"
484 Ib/ft
150 psf
77.3"
77.Y
483Ibfft
160 psf
72.5"
72.5'
483'Iblft
170 PSI
6
68.2"
4831b/ft2
180 psf
64"
4831b/ft
190 psf
61.1"
81.1"
4841Wft
200 Psf
68.0"
58.0"
4831b/ft
SLAT SPAN SCHEDULE NOTES:
1. SPANS SHOWN IN SLAT SPAN SCHEDULE ARE MAXIMUM
ALLOWABLE SPANS AT EACH RESPECTIVE POSITIVE AND
NEGATIVE DESIGN PRESSURE. MINIMUM OF POSITIVE OR
NEGATIVE ALLOWABLE SPANS SHALL GOVERN DESIGN.
2. THIS SCHEDULE MAY BE USED FOR ALL MOUNTING
CONDITIONS LISTED HEREIN.
3. USE "REACTION AT TOP & BOTTOM" TO DETERMINE
ANCHOR SPACING FOR APPROPRIATE MOUNTING CONDITIONS
PER CONNECTION CAPACITY SCHEDULES.
4. ® DESIGNATES CONDITIONS WHICH ARE NOT
ACCEPTABLE FOR USE.
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1 SLAT Z L-END 3 FLAT END
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WALL HEADER
N.T.S. 6063-T5 ALUM
N
0.093'
N
0.093"
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13 ANGLES
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0.124'
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14 RAIN HOOD
N.T.S. 6063 T5 ALUM
11-FSC-0002
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AGGERED SEE
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CONN TYPE C2:
STEEL ANCHOR SPACING
STEEL %i ALUM POSCHEDULE 2 OR 3-
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EXISTING
Y1fi ALUM POP HOST
RIVETS @ 24' O.C. STRUCTURE
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n S I ANCHOR SPACING
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NUTS & WASHER @ 6"
SCHEDULE 2OR3
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NOTE: HEADER AND SILL DETAIL CAN
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3
6' = 1'-0" VERT SECTION
RIVETS
SIDES
0
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24" O.C. MAX,
i—ANCHOR SPACING
OI o of
SPACING
STAGGERED ANCHOR
5 SPACING DETAIL
3 6' = 11-0°
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1"x4"x0.125" 6063-T6 0
ALUMINUM TUBE W
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THREAD PENETRATION AND 3/4° MIN,
EDGE DISTANCE PER STUDE.
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FASTENERS TO ANGLE. d S) @ r
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2X4X1/8" �5@=
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MOUNT TO WOOD STUDS
8 MOUNTING SECTION
3 6" - 1°-0" VERT SECTION
11-FSC-0002 1
EXISTING HOST
STRUCTURE
ANCHOR SPACING PER
SCHEDULE 2 OR 3
RAIN HOOD
0,
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11 1111110
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L1-1/4" PER SCHEDULE 2
TING
MIN. OR 3
EXISHOST STRUCTURE
ALT WALL FACE
i MOUNTING SECTION
4 6" = 1'-0" VERT SECTION
ANCHOR TYPE SCHEDULE:
A. 1/4° TAPCON (BY ITW), WITH 1-3/4" MIN
EMBEDMENT TO CONCRETE (3192 PSI MIN),
OR 1-1/4" MIN EMBEDMENT TO HOLLOW
BLOCK.
B. #14 SMS WITH POWERS SCRU-LEAD INTO
CONCRETE (3000 PSI MIN), 1-1/2- MIN
EMBEDMENT.
C. 1/4" ALL -POINTS SOLID SET ANCHOR,
WITH 7/8' MIN EMBED INTO CONCRETE
(300D PSI MIN) OR INTO HOLLOW BLOCK.
D. #14 SMS/LAG SCREWS INTO WOOD (S.G. _
0.47), 1-1/2' MIN PENETRATION.
E. #I4 SMS TO MIN 12ga STEEL STUDS WITH
FULL THREAD PENETRATION
2O CONNECTION CAPACITY SCHEDULE
CONNECTION
TYPE
ANCHOR
SPACING
CONCRETE ANCHORTYPE
A B C
BLOC
LLOWK
HOA7LL WBLOC
A C
WOOD
ANCHOR
TYPE
D
STEEL
ANCHOR
TYPE
E
24
366 LBIFT
1 125 LBIFT
1 325 LEFT
65 LBIFT
201 LEFT
163 LEFT
218 LBIFT
12
731 LBIFT
250 LBIFT
819 LEFT
171 LEFT
402 LBIFT
326 LEFT
433 LEFT
C1
9
974 LBIFT334
LBIFT
885 LBIFf
228 LEFT
536 LBIFT
434 LBIFT
577 LEFT
e
1 e
501 LBIFT
1 1298 LBIFT
342 LBIFT
504 LBIFT
851 LEFT
885 LEFT
CZ
9
277 LENT
10D LEFT
298 LBIFT
94 LBIFT
169 LBIFT
110 LBIFT
191 LBIFT
a
415
1S0 LEFT
444 LBIFT
141 LEFT
253 LEFT
168 LEFT
288 LBIFT
3
830
900 LBIFT
BBB LBIF'T
282 LBIFT
507 LBIFT
331 LBIFT
672 LEFT
9
250 L
90 LBIFT
289 L
81 LBIFT
151 LBffT
101 LBIFT
170 LBIFT
C9
4 BIFT
180 LEFT
141 LBIFT
253 LEFT
16B LBIFT
286 LBIFT
3
751 LBIFT
270 LBIFT
788 LBIFT
244 LBIFT
454 LEFT
303 LBIFT
SOB LBIFT
9
228 LBIFT
78 LBT7
203 LBIFT
53 LBIFT
125 LBIFT
102 LBIFT
135 LBIFT
C4
6
342 LBIFT
117 LBIFT
304 LBIFT
60 LEFT
188 LBIFT
152 LBIFT
202 LRIFT
3
8 LBIFT
1 234 LBIFT
608 LBIFT
160 LBIFT
376 LBIFT
305 LEFT
405 LBIFT
eC
385 LBIFT
125 LBIFT
324 LEFT
85 LBIFT
201 LEFT
163 LBIFT
216 LBIFT
CS
a
IFT
188 LBIFT
486 LBIFT
128 LBIFT
301 LBIFT
244 LBIFT
324 LEFT
3
1094 LBIFT
375 UBIFT
972 LBIFT
258 LBIFT
602 LBIFT
486 LBIFT
848 LEFT
12
432 LB1FT
150 LBIFT
466 LEFT
150 LEFT
285 LBIFT
172 LEFT
300 LBIFT
CB
9
676 LEFT
208 LEFT
622 LBIFT
109 LBIFT
354 LBIFT
229 LBIFT
400 LBIFT
e
885 LBIFT
313 LBIFT
933 LBIFT
209 LBIFT
530 LBIFT
344 LEFT
599 LBIFT
8
173 LEFT
59 LEFT
154 LB/FT
41 LEFT
95 LBIFT
77 LBIFT
103 LET T
C7
3
347 LBIFT
119 L6/FT
308 L8/FT
81 LBIFT
191 LEFT
155 LBIFT
205 LEFT
9
283 LBIFT
97 LEFT
252 LEFT
16 LBIFT
166 LEFT
126 LEFT
18B LBIFT
C8
6
128 LBIFT
148 LEFT
S78 LBIFT 1
89 LEFT
234 LBIFT
189 LBIFT
252 LEFT
3OCONNECTION CAPACITY SCHEDULE
L(l. 9Fflt l('F!1 MAC(— AN! n. FIYF ---
CONNECTION
TYPE
ANCHOR
SPACING
CONCRETE ANCHOR
TYPE
A C
HOLLOWSLOCK
ANCHORTYPE
A I C
1. EDGE
DISTANCE
2" GE
DISTANCE
1"EDGE
DISTANCE
2' EDGE
DISTANCE
24
311 LEFT
288 LEFT
78 LEFT
101 LBIFT
12
622 LEFT
572 LBIFT
158 LBIFT
382 LEFT
Cl
9
830 LBIFI'
762 LEFT
208 LBIFT
609 LEFT
e
1245 LEFT
1143 LBIFT
313 LEFT
704 LEFT
9
118 LBIFT
258 LBIFT
64 LEFT
144 LBIFT
C2
a
177 LEFT
368 LEFT
85 LEFT
216 LEFT
3
354 LEFT
775 LEFT
191 LEFT
433 LBIFT
9
112 LEFT
229 LBIFT
67 LBIFT
1130 LEFT
C3
8
177 LEFT
388 LBIFT
95 LEFT
1 218 LBIFT
336 LBIFT
688 LBIFT
171 LBIFT
391 LBIFT
194 LBIFT
178 LEFT
49 LBIFT
119 LBIFT
C4
291 LEFT
288 LEFT
73 LEFT
179 LBIFT
b83 LEFT
635 LBIF'f
146 LBIFT
358 LBIFT
Me
311 LBIFT
285 LBIFT
78 LBIFT
191 LBIFT
C5
48B LEFT
428 LEFT
117 LEFT
288 LEFT
932 LEFT
856 LB/FT
234 LBIFT
672 LEFT
181 LBIFT
407 LBIFT
loo LEFT
225 LBIFT
CB
241 LEFT
542 LBIFT
133 LBIFT
300 LBIFT
381 LEFT
814 LBIFT
199 LEFT
450 LEFT
148 LBIFT
136 LBIFT
37 LBIFT
91 LBIFT
3
298 LBIFT
271 LBIFT
74 LBIF7'
181 LBIFT
__Le
B
241 LBRT
222 LEFT
81 LBIFT
148 LR/FT
CB
6
3B2 LBIFT 1
333 LBAT
81 LB/F'f
222 LEFT
2" X 4" X 1/4'
CONT. ALUM
ANGLE
1/4-20 MACHINE
SCREW & LOCK N
1" FROM ENDS AND \\\\\\
6" O.C. MAX OR
1/4" TEKS SCREWS
1" FROM ENDS AND
374, O.C. MAX.
F
MAXANCHOR
REQUIRED SPACING
POSINEG 114'ALL
PRESSURE 114'ffW POINTS
TAPCON
CONN CAPACITY SCHED NOTES:
37 PSF
1. CHOOSE COMBINATION OF CONNECTION TYPE,
ANCHOR SPACING, & ANCHOR TYPE SUCH THAT
1/4-20 MACHINE
CONNECTION CAPACITY IS EQUAL TO OR GREATER
SCREW & LOCK NUT
THAN "REACTION AT TOP & BOTTOM" AS GIVEN IN SUIT
1" FROM ENDS AND
SPAN SCHEDULE.
6" O.C. MAX OR
2. CONNECTION TYPES SHALL BE AS SPECIFIED IN
1/4" TEKS SCREWS
APPROPRIATE MOUNTING SECTION DETAILS.
1FROM ENDS AND
1; " F
3. WHEN USING SCHEDULE 2, ENSURE MINIMUM
2-1/2• EDGE DISTANCE FOR ALL ANCHORS TO
O.C. MAX.
CONCRETE & TO HOLLOW BLOCK.
4. WHEN USING SCHEDULE 3, MINIMUM EDGE
1/2'
DISTANCE FOR ANCHORS TO CONCRETE & HOLLOW
BLOCK SHALL BE AS NOTED IN SCHEDULE.
S. MINIMUM EMBEDMENT SHALL SEAS NOTED IN
ANCHOR TYPE SCHEDULE. MINIMUM EMBEDMENTAND
EDGE DISTANCE EXCLUDES STUCCO, FOAM, BRICK,
AND OTHER WALL FINISHES.
X
6. ANCHORS SHALL BE INSTALLED IN ACCORDANCE
f
WITH MANUFACTURERS' RECOMMENDATIONS.
7. WHERE EXISTING STRUCTURE IS WOOD
FRAMING, EXISTING CONDITIONS MAY VARY. FIELD
VERIFY THAT FASTENERS ARE INTO ADEQUATE WOOD
FRAMING MEMBERS, NOT INTO PLYWOOD.
8. WHERE ANCHORS FASTEN TO NARROW FACE OF
- -
STUD FRAMING, ANCHOR SHALL BE LOCATED IN
CENTER OF NOMINAL 2K4 (MIN) WOOD STUD (i.e. 3/4"
EDGE DISTANCE IS ACCEPTABLE FOR ANCHORS TO
1"
WOOD FRAMING).
9. ANCHOR SCHEDULE APPLIES FOR ALL PRODUCTS
CERTIFIED HEREIN, BUT ONLY PROVIDES MAXIMUM
'
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3000
CONCRETE�I
InMIN.
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NOTE: SEE ANCHOR
SCHEDULE AND
NOTES FOR
REQUIRED ANCHOR
EMBEDMENTS. EDGE
DISTANCE IS 2-1/2-
MINIMUM.
2- X 3' X 1/4"
CONT. ALUM
ANGLE
MIN. 3000 PSI
CONCRETE
MAXANCHOR NOTE: SEE ANCHOR
SCHEDULE AND
ALLOWABLE ANCHOR SPACING. MAXIMUM ALLOWABLE REQUIRED SPACING
SPANS AND PRESSURES INDICATED IN SPAN SCHEDULE POSMEG 114°ALL NOTES FOR
SHALL APPLY. PRESSURE 1/4'TTW POINTS REQUIRED ANCHOR
10. MACHINE SCREWS SHALL HAVE MINIMUM OF TAPCON SPOINTS EMBEDMENTS. EDGE
1/2" ENGAGEMENT OF THREADS IN BASE ANCHOR AND 110 PSF 3• 9• DISTANCE IS 2-1/2° 1111111111INgla
COPMWRIANL�lW470P.1
MAY HAVE EITHER A PAN HEAD, TRUSS HEAD, OR 1 PSF 6` 6" MINIMUM,
WAFERHEAD "SIDEWALK BOLT") U.N.O. li-FSGOOO2
11. DESIGNATES ANCHOR CONDITIONS 37 PSF 9' 9'
WHICH ARE NOT ACCEPTABLE FOR USE. BaLBI U�
. ALT TRAPPED.
z MOUNTING SECTION
\114 6" = V-0' VERT SECTION (u
I
EQ. EQ.
ROOM-t
2x3x1/8"
2x4x1/8"
2x5x1%
ALUM. ANGLES
. l 1/4" THRU BOLT W/
WASHER & NUT @ 5. O.C.
z Hp
ATYPE R
rim
wnm
NOTE: ANCHOR EDGE DISTANCES TO CONCRETE AND
BLOCK PER CONN CAPACITY SCHED NOTE #3
STANDARD COUNTER -TOP
1 MOUNTING SECTION
JC 6" = 1'-0" VERT SECTION
MIN 2x4 EXISTING WOOD TRUSSES AT
24" O.C. MAX (S.G. 2: 0.51), OR 16
GAUGE METAL STUDS AT 24" O.C. MAX.
(3) #14 SMS WITH 2° MIN. PENETRATION AT EACH
WOOD RAFTER, OR (3) #14 TEKS AT EACH 16
GAUGE METAL STUD. -
2"x4"x1/S" ALUM ANGLE
,2"x5'x1/8" ALUM ANGLE,
1/4"x4" ALUM BAR, 1'x4'xi/B"
ALUM TUBE, OR 7/8"x4"x1/8"
EXTRUDED ALUMINUM TUBE
TO SPAN TRUSSES & SUPPORT
TRACK. ANGLE SHOWN;
OTHER MEMBERS SPECIFIED
ARE INSTALLED THE SAME.
HEADER TO TRUSS
4 MOUNTING SECTION
5 6" = V-0" VERT SECTION
# 14 TEKS
@ 6" O.C. SPACING
AS NOTED
N
ILI
-t
m
THRU BOLT
3 x 5 x 1/8"
HER & NUT @ 10" O.C.
OR LARGER
H SIDE STAGGERED.
ALUMINUM ANGLE
OR BENT PLATE
JDARD COUNTER TOP
(3- LEG AT WALL)
ALT COUNTER -TOP
2 MOUNTING SECTION
6" - V-0° VERT SECTION
\% 4" ALL POINTS SOLID SET ANCHORS WITH 7/8"
9IN EMBED IN CONCRETE OR HOLLOW BLOCK, 3"
MINIMUM SPACIN/G AND 3° MINIMUM EDGE
DISTANCE'
WITTHA1 3�4"OMIIN EMBED ICARBON
3192 PSI STEEL
"LOCCONK 2"MINIMOR ILLOW
(M SPACING AND 2 1/IN EMBED IN 02- MINIMUM
EDGE 61STANCE' OR 14' LAG SCREWS WITH
1-1/2" MIN THREAD PENETRATION TO G-0.55 MIN
EXISTING WOOD 2" MINIMUM SPACING, AND 3/4" MINIMUM
HOST EDGE bISTANCE.
'RUC(URE I-1/4" X 3/4' TEKS ppUANTITY
1 PER SPAN TUBE SCHEDULE
@
OR 1/4"
NUTS &
LL LL �
`�Z¢¢Q • I �0,0
Yao°
ANCHORS MAY BE INSTALLED �z
IN MULTIPLE ROWS AS N w
NECESSARY. SEE SPAN TUBE a e w a
SCHEDULE NOTE #2 Z
MAX DESIGN LOAD = t72 PSF uaai a
SPAN TUBE MOUNT
5 6" = I -D' VERT SECNON
MIN.
POLYCARBONATE Z-CLIP
EACH SIDE OF WINDOW
POLYCARBONATE
SNAP -IN END CLIP
x
N MAX
0.060" THICK LEXAN
POLYCARBONATE
VIEWING WINDOW
NOTES: (2I WINDOWS MAY BE IN ONE SLAT
SPACED A INIMUM OF 24" APART. WINDOWS
MAY BE LOCATED EVERY (10) SLATS. SEE
GENERAL NOTE #9 FOR POLYCARBONATE NOTES.
OPTIONAL
s SLAT WINDOW DETAIL
5 6- = 1'-D' VERT SECTION
SPAN TUBE SCHEDULE
ALLOWABLETUBE
NUMBEROFTEKB
NUMBER OF
TUBE
SHUTTER
SPAN
SCREWS
ANCHORS PER
SIZE
SPAN
END
TOP
BOTTOM
TOP
BOTTOM
TOP
BOTTOM
TUBE
TUBE
TUBE
TUBE
TUBE
TUBE
9o-
108.8"
113.1"
2
2
7
7
2'x4'
x0.125"
98°
86.0"
89.4"
3
3
0
9
144'
70.2"
73.0"
3
3
11
11
'14"
80"
134A'
14&W
3
3
8
9
x0.26"
88'
111.1"
115.6"
3
3
11
11
144"
9D.7'
04.4"
4
4
14
14
W.
123.8"
135.2'
2
1 3 1
8
8
2'x31
x0.126'
96'
101.7"
1D8.9"
3
3
10
10
144"
83.1'
87.3'
4
4
12
13
sr128.1'
157.0"
3
3
8
10
27i6'
x0.125"
08,
114.8"
124.1'
3
4
11
12
144"
95.0"
101.3'
4
4
ib
15
SPAN TUBE
SCHEDULE
NOTES:
1.0 E
2x
2 k AXIMUM ANGLES. ANGLES MAY BE 1/8 OR 1/4" THICK
6063-T6 ALUMINUM.
2. NUMBER OF ANCHORS PER END" INDICATES NUMBER OF TOTAL ANCHORS IN THE ANGLE
AND TUBE END. ANCHORS MAY BE INSTALLED IN MULTIPLE ROWS AS NECESSARY IN THE
ANGLE PROVIDED THAT THE MINIMUM ANCHOR SPACING INDICATED IS MAINTAINED,
TUBE END SHALL HAVE A MINIMUM OF ((2 ANCHORS.
3. TOP & BOTTOM BEAMS MAY BE USED TO�ETHER OR IN COMBINATION WITH OTHER
CONNECTION DETAILS. WHERE USED TOGETHER, BEAM MUST BE LIMITED TO TOP BEAM
SPANS.
4. SPAN TUBES MAY BE USED IN A MID -SPAN CONDITION WITH SHUTTERS SPANNING
ABOVE AND BELOW THE BEAM. MID -SPAN TUBES SHALL BE LIMITED TO TOP BEAM SPANS,
WITH THE SHUTTER SPAN TAKEN AS THE SUM OF THE SPANS ABOVE AND BELOW THE
BEAM.
S. LAP BEAMS ARE NOT ALLOWED.
6. ALL BEAMS AND ANGLES TO BE 6063-T6 ALUMINUM,
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11-FSC-0002
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ANCHORS
A,B,C,ORD-
@ 18" O.C.
2 X 3 X 1/8",
2 X 4 X 1/B°, OR
2 x 5 X 1/8•
ALUM ANGLE AS
RE D. AT
BUI D-OUT
CONDITIONS
OPTION TO PLACE 3/16" POP RIVETS
ANGLE OUTSIDE OR 1/4" X 3/4" TEKS
OF FLAT END @ 18" O.0
BUILD -OUT
END CONDITION
END PIECES "
MAY BE -FLAT
END" OR # 10 X 3/4' TEKS
"L-END" OR 3%." POP RIVETS
T@ 12" O.C.
GLASS SEPARATION NOTES
MIN GLASS SEPARATION
1. GLASS SEPARATION REQUIRED ONLY IN HVHZ,
(REOUIRED ONLY IN HVHZ.
ASTM WIND ZONE 4, AND ESSENTIAL FACILITIES.
ASTM WIND ZONE 4.
2. FOR USE OUTSIDE HVHZ, ASTM WIND ZONE
AND ESSENTIAL FACILITIES]
AND ESSENTIAL FACILITIES, PRODUCT HAS BEEN
SLAT SPAN 5 96.5": 2.25'
DESIGNED AS A NON -POROUS SYSTEM 8, HOST
SLAT SPAN 5 144": 3.25"
STRUCTURE MAY BE DESIGNED AS ENCLOSED.
1 X I X 1/16° OR 1/4° X 3/4" TEKS OR
1 X 2 x 1/16° GLASS 3/36" POP RIVETS
ALUMANGL (fYP) @ 18, O.C.
FOR END CONDITION '
TAILTL-OUTFT SEE 4 OROS 6.026° MAX
- 3/16" POP RIVETS
OR 1/4" X 3/4" TEKS
\18" O.C.
VARIES
WALL FACE
END CONDITION
END PIECES
MAY BE 'FLAT
1 END" OR
'L-END" -...
2 CORNER POST
Ej 6" = 110' HORIZ SECT
ALTERNATE WALL
MOUNT FOR ONE
BOTH ANGLESES
X
(INSIDE OR
OUTSIDE)
(2) 3/8. 0 PLASTIC THUMB
SCREWS 30" APART @ MIDSPAN
(THUMB SCREW MAYBE
INSTALLED INSIDE OR OUTSIDE)
1 HORIZONTAL SECTION
6 ) 6" - 1'-0• HORIZ SECTION
SCREWS 30- APART @ MI SPAN
HUMB SCREW MAY
INSTALLED INSIDE OR OUTS DI)
`PO R>VVS @T 8904g.16 t4.,
4 END LOCK ANGLE
6- m 1'-0• HORIZ SECTION
(2) #14 x 3/4" TEKS OR IA 2'x2"
3/16" POP RIVETS PER x0.125"
ANGLE ALUMINUM
ANGLE
(2) 1/4" 0 TAPCONS NO ANCHORS
Y (ANCHOR TYPE A, TO RTS HOST X
CONIC) PER ANGLE STRUCTURE
/-1-1/2" x 2" x 1/8" MIN
ALUM ANGLE TOP &
BOTTOM OR TO WALL
CORNER POST
3 ATTACHMENT
6" = V-0' ISOMETRIC
(2) 3/16" POP
RIVETS, EACH LEG
OF 2"x2" ANGLE ,
LOCK
I ST
WI
TRAPPED
END CONDITION
TRAPPED
L END CONDITION
WITH FLAT END
SLAT DIRECTION SHOWN MAY BE MIRRORED
TO OPPOSITE DIRECTION (FOR INSTALLATIONS
WITHIN THE HVHZ, ASTM WIND ZONE 4, AND
ESSENTIAL FACILITIES, MINIMUM GLASS
SEPARATION MUST BE MAINTAINED),
#lOxY4" TEK SCREWS
ATTACHED TO ONE
CENTERPIECE @ 12" O.C.
(2) 3/8" 0 PLASTIC THUMB
SCREWS 30" APART @ MIDSPAN
(THUMB SCREW MAY BE
INSTALLED INSIDE OR OUTSIDE)
NOTE: FOR INSTALLATIONS 01�1
WITH SHUTTER SPANS 5 36-, PMP
ONLY (1) THUMBSCREW IS JP� 4 ORQ
REQUIRED AT THE SHUTTER
MIDSPAN, TYPICAL FOR ALL
DETAILS SHOWN HERE. 2"x2"x%" 6063-T6
4 OROS CONTINUOUS ANGLE
ALTERNATE LOCKING SLAT
ref CORNER LOCKING DETAIL
/� (j fH6. = 1'-0. HORIZ SECTION
tEDRS
NRE'I�OIF ETxj ANGLEEG/ MOUNT PER TA2PART 0 M D PAN
I DETAIL 3/3 (THUMB SCREW MAY
/MOUNTPER " M FACE ! LJ b
DETAIL 3/3 AWAY FROM
OPENING (OAS
SHOWN R
TOWARDS
ENING I I 1/2" MIN,
II— TYP.
NOTE: SIMILAR
AT HEAD AND
SILL AND BOTH 2"x2"x0.125"
EXTERIOR ELEVATION SIDES OF ALUMINUM ANGLE
SHUTTER PLAN VIEW A -A
5 OPTIONAL SIDE ANGLE
6 N.T.S.
o N �4
0
z=ad
'¢6,.1
5m§w`o
d
uo m --
.,o�
8 INST OR OUTSIDE
#14 x 3/4' TEKS OR ¢e
3/16° POP RIVETS (� 6'@�
18" O.C. TO ALUM
TUBE, OR ANCHORS
A,B CORD@18" qs
O.C. TRUOTHER
TU RTYPES 4 OROS
2"x2"xl/8" 6063-T5 mPVRWF UXL8e8# RE
POSTATTACCH°HMEnNTT 11-FSC-0002
DETAIL FOR ---@ (CONTINUOUS) guLE, D7
ATTACHMENT] OR �Aue oEswlmom
EXISTING HOST
STRUCTURE PER
ANCHOR SCHEDULE
J1 END LOCK ANGLE
6 6" = 1'-0• HOPE SECTION