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14/16/11 64.1 MOKENA D
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COUNTY Co" AL BROWARD HUFJBICANE PANEL,co. Niv S,FLORIDA 33166
ro HJAHI(3051 sa3-9571 f T.LAUDERDALE 195L)677-950o
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"o FAX;(b05) 6153-9577
x FORT LAW&MALk?L 33304
(W)W74,13W COPYRIGHT 1998 KNEUVICH L ASSOCIATES. INC.
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ILI
ASCE 7 88 WINI)LOAD. TABLE
Tributary Area 30 sqf
Tributary Area 20 sqf
Tributary Area 10 sqf
�4
H Roof Slope >
10 degrees
Roof Slope <= 10 degrees
f 5 ope> 10 degrees
Roof Slope 10 degrees Roof Slope> 10 degrees Roof Slope 10 degrees ROD
Build* Negative Positive Negative
Building positive N tive Positive Negative `-9 Positive
Bu
ilding positive Negative Positive Negative
Height z4 Z5 z4&z5 z4 Z5
z4 z5
z4 Hei z4 z5 z4 4 z5
Height z4 A z5 z4 z5 z4&z5 z5 ght z4 A z5
-44.8 -54.6
-41.0 -49.8
-15 39.6 '-42.0 -52.1 3.2 -45.9 -57.2 G-15 38.5 42.1
-43.8 -56.1 1 45.1 -47.9 -6 1.5 0 4
0-15 41.3
U - -49.9 -62.1 16-20 41.8 -44.5 -54.1 4
-66.8 16-20 42.9 -45.6 -56.6 46.9
16-20 44.8 -47.5 -:60.9 49.0 -52.0
-54.6 -66.6
51.3
21-30 47.0 -50.0 -60.8
30 48.2 -51.2 -63.6 52.7 -56.0 -69.7
21-30 50.3 -53.3 -68.4 55.0 -58.3 -75.0 21-
31-40 51 -54.3 -66.0 55.7 -59.3 -72.3
-60.8 -75.7 .0
-55.6 -69.0 57.2
9 -74.2
59.7 -63.3 -81.4 31
31-40 54.7 -57. -40 52.4
-63.2 -77.1
41-50 54.4 -57.8 1 -70.3 59.3
-64.8 -80.7
60.9
55.8 -59.3 -73.6'
41-50 1 58.3 -61.7 -79.1 637 -67.5 -86.8 41-50 1
t 57.3 1 -60.9 .1 -74.0 152.5 1 -66.6 -81.2
51- -;"0 58.8 -T7.5 642 -68.2 1 -85.0
51-60
3 6.7.1 -71J -91.4 51- -62.4
Buildings Notes:
1-importance Factor 1=1.05,Category I buildings,GCpi for Condition I(Table 9 ASC Buildings >=60 f t
\,,RooF Siope
2-Fastest-miie speed at 331t above ground V=i 10 MPH,Exposure C
A : Exposure D
Exposure C
3.in design of components&cladding II buildings with mean roof height-617.Exposure C
Max.
is used. Building Max.
Mean roof
4-Edge Strip the smaller of 10%of the least horizontal dimension or 40%of the
e Positive Negative Pressure
Height Positive' Negative Pressur
lZ height,but not less than the WW of 4%of the least horizontal dimension or 3 ft.
z5
7 All z7 z6 z5 All z7 z6
51 Z4
I'Z4 1 -117 -87 -57 .75 -153 -114 -75
61-70 57
Buildings>6M Notes:
Z51
-161 -120 -79
Z5 M AN ROOF 1-11, -
Importance Factor 1�1.05,Category I buildings,GCpi for Condition I(Table 9 ASCE). 79
HEIGHT 7f-90 62 -126 -94 -62
2-Fastest-mile speed at 33ft above ground V=1 10 MPH,Exposure C -127 -84
-171
reas. 91-120 67 -136 7102 -67 84
3-Exposure D is used for Coa -70 86
d;pq -131 -86
imension or 50%of the Mean -142' -106 -176
4.Edge Strip(a) the smaller o(5%of the least horizontal d 121-140 70
roof height.
80 -134 -89
-148 -110, -73 89
141-160 73
7Fi -153- -114 -75 91 -185 4i8 -91
GEI
89 -141 -93
181-200 T7 -158 -118 -T7 93
I-THESE TABLES CAN BE USED TO CALCULATE THE WINDLOAD
-144 -95
-193
CONDITION APPLICABLE TO A SPECIFIC PROJECT IF THE PROJECT DATA 201-220 80 -162 95
-121 -80
-98
TABLE IS PROPERLY FILLED BY THE CONTRACTOR AND VERIFIED BY THE -127 -83 98 -199 -148
221-260 83 -17b
TIES.
CITY AUTHORI
7 z7 100 -205 -153 -100
2-PLEASE,NOTE THAT THE SPECIFIC PROJECT CONDITION ARE NOT 261-300 87 -177 1 -132 87
zE. Z6
2-10 -156 103
J ANALYSED OR CERTIFIED BY THIS ENGINEER. THE SIGNATURE AND SEAL 103
361-340 90 -184 -137 -90 4'u "-'o
WINGS ARE ONLY APPLICABLE TO THE GENERIC
INDICATED ON THIS DRA
-M PUBLICATIONS.
�-16O�
10 5�
j WINDLOAD CHARTS BASED ON ASCE 7-88 OR ASCE7 -3801 93 1 -190 -1��-93
Mean Roof 341
Height 3-DO NOT USE THIS SHEET IF THE SITE CONDITION IS NOT COVERED
BY THE TABLES OR SPECIFIC EVALUAT`ION IS REQUIRED BY THE CITY
OFFICIALS.
interior PROJECT DATA
-FAInd
zo�e -VV1nd
z71 Z5
I Mean Roof
z7, Zt; Unit 2- no n
Z( Height I
6 z7
10
Z6 Building Min.
2 11
Width
0
a 12
3
4 3
Roof Slope
5
14
�10 degrees
<=10 degrees
15
U 6
Exp
osure
16
t E /V ig C 0, Inc. 7
D_
FEa 0 12001 8
17
Engineering SwAces-CA 8116
j 18
L
9
6971 W.Sunrim Blvd.S104
PEDRO FIGUEIREDO
Plantation-1I-3W17
52609
4
Tel:(954)585
7
N
V
N�
k I
THREE 1/4.-0 WOOD LAG
JI WOOD qOOF TRUSS EXISTING STRUCTURE FASTENER. SEE ANCHOR
SCREWS W/ 7-1/ COHCRETE, MASONRY OR
_O.(p Zr.-O.C. MAX. OR FR�MING MEMBER SCHEDULE.REFERENCE CONNECTION
EMaf
SHALL BE PERPENDICULAR WOOD.SEE ANCHOR
T-rTK4'. ANCHOR IN CENTER OF
t3l To PA14EL FACE SCHEOULE. T WOOD FRAMING MEMBER
isit. TEK SCREW OR
Z
5 CONT. v)
I/L- 20 MACHINE SOLT
T e LDk1% 7'G —
q
NUT La 13-D.C.
PLYWOOD SOFFIT
1/L"OR 3/L-MAX.
_Ir Viii uj 0
),I S`TUCCO FINISH OR 1/L-OR 3/L- MAX. cn -
SEE STORM PANEL a
ESTORM PANEL LL
SE
SCHEO.BASED ON A 6j in
1/2 SCHED.BASED ON GAP < ,
v)
AT TOP OF PANEL
AT TOP OF PANEL
1/14-MIN IT 1 00
o 1IL- CONT.ALUM a
2 'x
L2 o 'CL
i[j
PLATE.EXTEND PLAT .0
tj y
TO NEXT TRUSS IF 14
>
HEADER ENOS MORE x
z
w r
THAN 12- BEYOND %A CLASS w < 1.: 0 N
ui
T TRUSS. OR DOOR kL
LAS
SEE.HIN.SEPARA TION d z
x FROM GLASS SCHEDULE
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SEE MIN.SEPARATION 414, SMS SIETW N mi
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(FRom GLASS SCHEDUL TRUSSES 01 12-O-C- (L CC
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(MAX DESSGN LCLAD d2 PSF)
ILLI
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BUILD—OUT SECTION
SOFFIT CONNECTION DETAIL
H! a-
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V-0- SCALE 3 -0
SCALE:3
cn
SEE MIN.SEPARATION
FROM GLASS SCHEDU7
a Lu a
Lu
GLASS
OR DOOR vp
GLASS
SEE MIN.SEPARATION
OR DOOR— FROM GLASS SCHEDULE I
uj
K
z
i 114-70 MACHINE BOLT L
s WINGNUT @b 6-1/2-D.C. 0
z
C\j
0
X_
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v)
z
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Z NUT P 13- D.C. e4 (a -oj�
"p CONT. CONT.
AICCUMAJ CE No.
)N DATE 2 2
'TIC
EXISTIN WOOD
ho (LEG OPTIONAL) FASTENER. SEE ANCHOR
FRAMIN
SCHEDULE. REFERENCE
FASTENER. SEE ANCHOR
SCHEDULE. REFERENCE CONNECTION'TYPIE 4'
V-J.KNI Vic
INN I PROM r comntOL DIVISION
LAPLWICE 0-1710E
Z� PA,
BUMI)ING CODE CO.
PLYWOOD L 2' x 6-P.T.
STUCCO FINISH WOOD CONT.
Ll na Nw
V FL
L-1/2' S.S;
PE
3
2-1/1-
LAG SCREW 24- D.C.MAX.
APPROVED AS CGM?�'-'!NG WITH THE
W/ 1-3/L-PINETRATION
IF,
IN CENTER Or STUDS
SOUTH FLORIOA-OU COVE
n DA
4 TL�Lj_R
(NJIAX DEMN I DA 72 PISJF)
d.p.
By
4—in by
T CW0,6ru O,� O.J
PROOLIC
"c
ALT. WALL MOUNT SECTION BUILD—OUT SECTION A3 1-0 ftQ
BUILDING CODE COMPL.AXCE OFFICE
SCALE 3-- 1*-0- AC
SCALE 3-- "I'l 0- CEPTARCE NO.
31�i j
Fr
L
r'l i
40
f il
A
ANCHOR NOTES,
ANCHOR SCHEDULE
FASTENER SPACNG(INCHES)REQUIRED FOR VARIOUS DESIGN LOADS AMC SPANS/PANEL LENGTHS
M 1. PA14ELLENG-IRSA LOADS SHOWN HERE ARE FOR ARCHOR SPACING
Z* DtSTANCE 2'EDGE OrSTANCE
T 9A
MUST BE LA41TED TO THOSE SMOWN IN i A__E 1,SHEET 4.
LOAD SPANS UP 1-0 SPANS UP TO SPAM� UP TO �Lp 7 0 S
L7 Uj
cr S PAN PANS UP To SPANS UP TO
z 2. ENTER TABLE BASED ON THE EXISTING STRUCTURE
(W 6*-0- 11 6
(SEE NOTE I TE (SEE NCTE
(SEE NOTE 1) (SEE He l) MAiiRIAL. ANCHOR TYPE AMC) EDGE DISTANCE.
V,u ANCHOR TYPE PSF ma NOTE 1) NOTE 1)
84 MAX. )NNECTION CONNECTION CONNECTION CO SIGN LOAD GREATER THAN OR EQUAL TO
CONNECTION CONN cc NNECTION 3. CHOOSE CC
X M ECTION
(SEE TYPE TYPE TYPE TYPE TYPE TYPE NEGATIVE DESIGN LOAD ON BUILDING AND CHOOSE SPAN d z
NOTE 1) GREATER THAN OR EQUAL TO SHUTTER SPAN. 7
3 3 3
1 2 3 4. 5 1 3 1 4 1 3 1- REFERENCE SPACING FROM APPROPRIATE CONNECTION TYPE. w
LI 5
SEE CONNECTION DETAILS FOR IDENTIFICATION OF CONNECTION 0
56 1 13 113 1 13 113 13 1 13 1 101 101 9 1 10 1131 5 8 7 -7 13 13 13 13 13 13 11 12 110 12 13 6.5 9 7 9 Lu 0
r i
TYPE. 0
i2 1 13 113 113 112 1 13 113 1 8 1 9 1 6 1 9 1131 S 1 7 1 6 1 7 113 1 13 1 13 1 13 113 13 9 1 11 1 9 110 113 S 1 8 1 7 1 a U.
S. MINIMUM EMBEONENT AND EDGE DISTANCE EXCLUDES
ft
72 1 13 113 1 11 110 1 11 113 1 6 1 8 1 7 1 8 1131 /. 16.51 6 16.5113 1 13 113 1 11 113 113 16.5 9 7 1 7 16.S1 7 1 <
9 13 1. WALL FINISH OR STUCCO.
Z jx
5 1 13 1 6 1 8 1 7 1 7 1 131 PRODUCT RENEWEI
i �37Him EHIIEDMEN7 10 1. 16.51 6 16.5113 1 1. 16.51 6 16.51 13 16.S 1 9 1 7 1 9 1131 1. 1 7 16.51 7 1131 4 1 7 16.SI 7 1 0
6. WHERE LAG SCREWS FASTEN TO NARROW FACE Of
U
14
710 113 1 1 16.51 6 16.51131 4 16.51 6 16.51131 4 16.51 6 16.S 13 4 7 6.5 7 13 1. 7 6.51 7 1131 4 1 7 16.5 7 STUD FRAMING. FASTENER SHALL BE LOCATED IN
x 4-(MIN) WOOD STUD. >
A c A w
56 13 13 17 1 10 a 9 a 131 5 16-Sl 7 1 CENTER OF NOMINAL 2
<
131 12 11
A WOOD SHALL BE "SOUTHERN PINE- G 0.55 OR BETTER
62 13 -J DATE vIcZ4.1 a Uzi
DENSITY. EXPULAT30?
J 72 1 X
> <
L CALX-04 ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH
7.
IOLDMENT By
L VU-20 SMWAL]rnot.T WITH MANUFACTURERS RECOMMENDATIONS w/ miN.
(3/4-6 WADI' PRODuer CONIMOL
DIVISION
EMBEDMENT INDICATED ABOVE.
Lu
o VIA X L7
BUII-DING CODE COWLIAuNCE OFFICI >
56 113 1131 a 1 6 1 7 1131 5 1 5 1 1. 1 5 1 10 KIIA L 1 3 1 IL 1 13 113 1 9 16.S 1 9 113 1 S 1 6 1 6 1 1 4. 1 3 1 8. 1/4-20 TRUSS HEAD BOLTS MAY BE USED IN LIEU OF 1/4-20
62 113 112 1 7 5 1 7 SIDEWALK BOLTS. Lu
1121 3 5 1 5 9 3 1 3 1 3 113 Ili 1 8 1 5 1 8-1 17 14 1 5 1 4 1 5 1 9 VIA 4 1 3 1 1. 1
Z
72 13 6.5 6 6 10 _V
F-8 1A
4 :5
3 1. a 3 3 1 13 1 7 1 7 1 5 1 7 1 10 1 3 1
4-*ELCO KALE/"MAL VA 37 L 9' NOITIONS
t I MN.EHOCD.L 1/444 _L4�
3 I-L
3'r 4 JOESIGNATES ANCHOR C
1-1,14i 105 WHICH ARE NOT ACCEPTFASLE USES.
10 3 a K111 J 3 r///l 3 10 v//j 5 3 K111.4 a VIA
APPROVED AS C
710 a 3 8 3 3 8 V1,4 3 r101 3 8 f1,114.1. 3 1. a K1111 C. 3 L a 1- 3 1 OMPLYING WITH fmr
MACHINE SCREW/Nut 4.
SOLITH�LORIDA
10. EXISTING STRUCTURE HAY BE CONCRETE. HOLLOW BLOCK. UILDING eDE LLJ
P, OR WOOD FRAMING. REFERENCE ANCHOR SCHEDULE FOR
o Z
DATI OLLP. 7_
q
PROPER ANCHOR TYPE BASED ON TYPE OF EXISTJHG
Lu
1 CL
STRUCTURE.
ANCHOR SCHEOUL-E
PRODUCI CON ROL OIV:S;-Oti
j
IN13(INCHES) REQUIRED POR VAR10US DESIGN LOADS AND SPANS/P
IASTEMIR SPAC AMIEL LENGTHS REaUIRED FOR DIRECT MOUNT @3 6.S-' OR 13-
SPACING ONLY. SPACINGS NOT TO EXCEED VALUE BUILDING CODE COMPLIANCE OFFICE
SPECIFIED IN ANCHOR SCHEDULE.
3/4'EDGE DISTANCE
ACCEPTANCE NO. 9'1- 7/3-0/
o Ix LOAD
SPANS UP TO SPANS UP TO
z D SPANS UP TO
(W) m
ANCHOR TYPE PSF
A maNOTE 1) (SE;,NOTE 1) (SE1EINOTE 1) LLJ
TI
Lu
X it MAX. COJ14NECTION CONNECTION CONNECTION ANCHOR SCHEDULE
(SEE
TYPE TYPE
mOTE:1) TYPE FASTENER SPACING(INCHES)REQUIRED FOR VARIOUS DESIGN LOADS AND SPAMS/PAMEL LENGTHS cn
2 4. 1 2 1 3 1 1. S 3'EDGE DISTANCE
Lu Z*EDaE DtSTANCE
d 13 1 131 10 1131 10 9 7 113 15 1 5 16.S1 S I 5PAMS UP TO SPANS UP TO
1-3/&-Him. cf -L-0'44 S-UP-T-0- S--UP-T-0---S-P--*NS-UPT-O--SP_A'&S_Up_T_o_
S6 7 __QA_0
z D a-
-0 -4. 6'-0'
62 113 13 9 ill 9 NOTE 1) (SEE NOTE 1)
(SEE
IW) 6
6.5113 1 4. 5 6 5 ANCHOR TYPE . (Sa NOTEA) (SEE NOTE 1) (SEE NOTE 1) (SEE NOTE 1)
Sp
p
72 113 113 1 8 1101 a cr MAX. CONNECTION CONNECTION CONNECTION CONNECTION CONNEC TION CONNECTION
/L WOOD LAG W/ 5 1 13 14 1 L 1'5 1 L I
Hv..L rMi
4 A. I S 1 1. 1 131 1. 4. 1 5 1 14 0
ios 13 S 1 5 1 -7 1 S 1 13 1 (SEE TYPE TYPE TYPE TYPE TYPE TYPE
NOTE 1)
TO WOOD GRAIN _F
__T_' 13 F4 1 5 1 4 113 1 4 4 5
210 1131 4 &-TS
1 2 3 4- 15 1 2 1 3 1 4 1 5 1 2 3 1 L 1 5 1 2 1 3 1 4. 5 1 2 3 1 4 5 1 1 2 1 3
13 131 8 1131 8 0 5 9 1 5 113 1 5 1 L 16.51 1.
56 13 16.5 1 16.51 9 -3 1 7 1 3 5 1 7 r//A 4
1131 1 1 S6 113 7 3 r/A 3 1311 7 10 3 5
3
13 4 4 6 r. 13 9 6.5 9 3 4 3 1. 7
72 1 13 6.5110 16 62 12 6 �4 5 a 4 4 6 3 3 4 6.S
6Z 13 13 7 1 7 113 a-f S_Fa_F5�
a
I/L'O WOOD LAG W1 1. 4. 6.S 3 3
1131 1. 1 3 1 5 1 3 1 _j IL 5 3 1 5 7 5��lj 3 3 6 3 S S
3 S 7 �/// L
HIM.T14RCAD I/L'*ITW TAPCOI, 7--;�;7
rMato"INT S 7 A 3 1 '31 1 1 3 1 5 1 3 1 3 6.5 3
Him.EMSEDO."Ez 3 6 3 V1 11
3
smeAA PeppEmoicuLAR ///// 7
TO WOOD GRAIN 1. 3 [S 3 3 1131 t. 1 3 1 5 1 3 1 3 r - 3
KIAI 6 �/j 6.5 -5. 0 -3 C
3 r 6 6.S 3 3 'A
3 3 3
I_56 113 1131 7 S 7 S 7
L S.S 1 13 13 7 1 5 16-51 11 1- 1 1. 1 3 1. 8 3 3 13 13 10 6.S 101131 S 7 4 7 11 S 5
3 1 1. 6 1 10 S 3
Qo n 10 6 5 6 1 3 i3 13 9 6
62 31 9 1 7
4, 1 7 11114 1 9 1131 4 6.5 j I >
13 10 3 1 1- 3 3 _j
77 11 S 62
6 3 4 a 16.5 V//,] 3 VIA .3 1 72 5 1 4- 1.5 1 9 3 1 3 3 1 7 3 r/ 1 8 1 5 7 1 11 3 S 3 5 1 9 3
v RAWL CA.Lx_4M 13 3 1 13 7 L.�JLL.:L-J_
3 7, 1 I'A E 04�EM T 3 1 3 -7 3 7 3 3 3 5 9 -1. 3 9 3
DRASS-i)oo RUSHING 105 a W&-- 1. 1
W/1/31 HIM.emoto. 16.S
L v&-ZO S4OcWALx mOIrj 3 3 1 5
710 Ifi.srAI 3 vl
3 3 16 1 6.3 r11A 3 FXA 210 -7 3 3 1 7 9
/' 3 1. 3 L 9 3 4
3
3 7 133
- PACIFESSN �L 7E . ER
SIS 1131 131 13113
1131 a I io I io I io S6 13 13 a'I 6 1 7 113 S 5 1 L S 10 1. 3 4 13 9�6.5 9 13 5 6 4 6 10 3
NO.
62 113_1 13 113 113
12 11 13 7 1.9 1 9 1 9 1 62 -Z 7 1 5 1 -1117 3 5 L 5 9 3 3 13, 12 S. 5 a 12. L S t. 5 9 L 3 FL L -n No-
'12 1131 13 1 13[13 3
10 1131 6 1 a Is I al EEMMED- I. a 3 PE 83
!LCO MAL9/ptMA 72 13 (5-51 6 a 3 ��,�3 13-1 7 7 5 71 101 3 5 3
V4-0 CLCO MAU CMALC io 10 a a 131 6 1 a 1- :7
LMATV W/1- 3 a .3 3 L 8
MIN.EMCD" 1 3
I -PAW 'OS 10
10 113 1 6 1 a a a a 1 131 6 1 a a MN.EMMO.L I/L-20
MACHPA SCA[W/MUr 2 3 3 3 a 4 3 4. a
C T 0 199
'4
�j
by
Hc
'd..Ig.by
&J
TO
E 1)
13 13 13 13 11 13 13 7 lo a 10
5 13 13 13 13 13 13 10 12 10 12 13 6 9 7 9
5 13 13 13 12 13 13 7 16 is 10 13 5 8 7 8
5 13 7 io a 10�131 5 a 6 1131 s ! a 1.7 1 a I
i 113 1 1-8 7 1 1 13 1 s-1--a I I ft-1-13-1 5 1-'B-_i_7 1-3-1
98-128
A
EXISTING C.B.S.
AL r.LED OIRECTION
THAff-t/Ii TMRU BOLTS
Il-MAX.
ii ALUM.ANGLE OR NON-STALICTURAL FINISH
TWO-2-. 3-x 1/1-
MATERIAL 15RICX OR WOOD
3A)IDINCII
6063-TS ALUM.AmOLLS
ALLM.BEAM SEE BEAM FASTEAR, SEE ANCHOR S01EDULE.
SCmEOl BE�aw FDA
f; REFERENCE CONNECTION Irl Z* o L;
it
SEAM DESCRIPTION 1. d z
4 2-mX4 z
MAX.HORIZONTAL SPANSI i CALK-4114 5-D.C. 7
W/ 7/0-MIN.IMBEG.IN CONC.
if rr OR M13LLOW BLOCK OR t/Ill'ill,ITW
1/1i OR 3/16'MAX.GAP 'l HEADER I/$--OR 3/4-MAX.CAP tu
TAPCON 0 4-D.C.W/1-1/4-1
it EMBEDMENT IN CONIC.OR HOLLOW .4
SEE STORM PANEL SEE STORM PANEL 0 0
i; EMBED. BLOCK
SC)-IIEO.BASED ON GAP 0
SCHEO.BASED ON GAP
AT TOP OF PANEL AT rop OF PANEL.
i SMS
it J
12-D.C.
0
I STORM IL In
PANEL MAY SE MOUNT
AT FACE Of 011 PANEL )j C13 .4 >
STORM
7 <
PANi
1/16--20 STUD L WI UT,
u
r z
< STORM PANEL TO ANGLE C CTIO
P 6-1/7-D.C. X X
k 1_, PANEL 0
x 4
1 2-�2-..093-1-
11- C)
THREE SlIV-0 CALX-IN ANCNCIRS 2'X 5-X.093-MAX.
p 3-1/8-D.C.W/I M"EMBED. STUDDED All Lu
IN CC1l OR HOLLOW BLOCK W/
W Ix
3-3/4'"1 EDGE DIST. USE TWO-
ANCMORS FDA Z'x S-X 1/8-SCAMS
z (L
(VAX DC54H LOAD 72 Pl (Il DESICIN LOAD- 72 P.5-F.)
(SAAX.OES40M L.CAn 72 11
TORM PANEL SUPPORT BEAM
WALL MOUNT TRAP MOUNT
G') z
8 SCALE 3- 1*-0-
SCALE 3- 1*-0-
SCALE 3- 1*-0-
r
A
THREE S/Ill CALK-IN AhK>)ORS
0 3-11 C.C.W/i mi el
C)
IN CONC.OR MOLLOW BLOCK W/
3-3/L'MIN EDGE DIST. USE TWO
CIO
ANCHORS FDA Z' S�x i BEAMS
uj
-SEA'ANOL
d
<
E M
v&.'--zo sTuo.L WINCHUT,
S70RH
PANEL TO ANGLE CONNECTION PANEL IL
p ii -C
PANEL
Hcc,j)
<
STDl
all sms
b 12-O.C.
r T.- PRODUCTRENEWED
4
STORM - = 5
ALUM.BEAM(SEE BEAM x c
STORM
91 SCHEDULE BELOW FOR
z z. ITI I PANEL ACCEFrANCE NG.
BEAM DESCRIPTION L
T? MA 4
X.HORIZONTAL SPANS)
SEC. EUVAnON DATE
A
.4 Ij
M_
4
3-
x 0
ALUM.ANGLE
rwi-x 3-x 1/8'
li Ai ANGLE OR BY
I
6063 TA ALli ANGLES
V4'*PAWL CALX-114 f'xul COWPOL DIVISION
7 D.C.W/Ml 7/8, c
Mi CODE COMI)LIANCE OFFTCE
-2
In BEDMENT IN CONCRETE
AND A
Ec rmPeE-I/L'0 THAU BOLTS
EPOE 01 ST 1 —1 4 - - Z
ANCF ALT.Lea outlEcTicim —FASTENER. SEE ANCHOR > 2
L!/4'-70 STUD L'�"l NUT
s CMl
EXISTI LE. FKFERENCZ. ANEL 70-SEA-
C.B., CO"4ECTIOH Irl 1* CONNECTION 0 11 D.C.
BEAM SCHEDULE
J --SEA'ANGLE
PANEL BEAM
L FsEA-ANGLE
t DESCRIPTION
SPAN V_J.x C.4
SPAN
KICH-STRUCTURAL FINISH
we PR FESS A NGIWER
MATERIAL(BRICK OR WOOD
S'-O- 9'-3- BANDING)
0
Tw ce a& No,
Tif 12s- a--2- V-11-
P oi-91
x
9 5--0- IS.-7- AHl To wALL oETA.L PAHl TO ANCIL-E Cli
T_
Tf S'-2- 1131-4..
.2
PROVED AS COMPLY11i ?�'-TH THE
PAAX DESIGN!La&D 72 PSl PJAX DiEsilax LaAa- rz P.S.F.)
CIIAAX DESIGN I r'-m 77 Ill
SOUTH FLORIDA 8
STORM PANEL SUPPORT BEAM WALL MOUNT
Pimn-c 90BE
TRAP MOUNT NTE�O_U)am/tb.� Q
9
SCALE 3'
SCALE 3- V-0- a Y
SCALE.:3- - 1*-0
19
Ll , �; I , i,,� i
@
—jK
,j
7E
_-U-T
-_G
1L`C
L
PRODUCI
NOTE:THIS DETAIL MAY BE USED AT
TOP OR BOTTOM OF PANEL.
SUILDRIG Cu.;� c:(,I�APLIANCE OFFICE
4A
ga-1 28
;cc--Illulci (10.
IN ,
fl,
it i
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