05-141-017SEE DETAIL 4/S -6
Ci7 40 b
3 x 8
SEE DETAIL 4/S -6 TB (20'-
x SE DETAIL "
CC ( +22' -5 1/2") d
Ty D.
FOR SCUPPER
DEAD LOAD PLUS LIVE LOAD GIRDER TRUSS REACTION
3 x 8
LOCATION T Q,
"CB"
CN
SEE ARCH.
POINT W/ 2- 16d NAILS.
m
DWGS. �, ° S 4B
RB-
C
Of
+ 5.0
2 X 4 CONTINUOUS HORIZ. WOOD BOTT. CHORD BRACING CONNECTED TO THE TOP OF
v
+3036 LBS
EL. +
0'
9°
-3000 LB
W
ADDITIONAL CHORD AND WEB BRACING
S -6
TRUSS MANUFACTURE TO COORDINATE TRUSS BOTTOM CHORD ELEVATION
THRU
W/ ARCHITECTURAL DRAWINGS
CC ( +22' -5 112'
(Fy = 36 KSI)
C
91
i
E +4978 LBS o
O-4928 LBS +
G
W (3 3/4" DIA. A- 307 THRU
B LT ( SEE. DETAIL G)
i
0
N
M
n
M
TB (RAKED)
••
TTY
S -6 Q
3x8
m
3x8
SEE DETAIL 4/S-6- •o
X x
l)
D -1965 LBS
S I I'T
-6
PREFAB WOOD GIRDER TRUSS
S E \ /m I
I I
-30 FiELI BTWN. yl�c STUD
I I
-2x8 P.T. Wb STD W/
1 4 DIA T PCO SCREWS
AT 6" 0. C. I
PR FAB WOOD TRUSSES @ 24 "I
I I
I
I 1�m
U
I� I
I= z m
M
CD
1/1" DIA TtPCO STJD SCREWS
I I
+1986 I�B5 m \ i
620 IIRS
U
PREFAB WO I ` IRDER TRUSS
TRUSS ANU TO DESI N TR SS F R
AN ADD L AXI HORIZ. LOAD OF 35 0 LBS
TRU
"fCB' ` I
SEE DETAIL
4/S -6
b
x8
SEE DETAIL
4/S -6
3x8
rn
i
0
N
+3318 LI
-3285 LB
Sir
C -F
PYGGYBACK TRUSS NOTE:
FASTEN EACH PIGGY -BACK TRUSS THROUGH
SHEATHING TO EACH INTERSECTING PREFABRICATED
TRUSS BELOW W/ RT16 STRAP TIE
"USP" (MIAMI -DADE COUNTY PRODUCT
APPROVAL No. 01- 0912.05) W/ (6 16d NAILS INTO
SIDE OF TRUSS do (6) 16d NAILS 16 SIDE OF
EACH INTERSECTING TRUSS (MAX. 2' -0" O.C.).
PENETRATE SHEATHING ONLY AS REQUIRED
FOR INSTALLATION OF STRAP.
3
G S -6
+6372 LBS W (3 3/4" DIB. A- 307 THRU
F BOLTS ( SEE. DETAIL G)
-6305 LBS
C, CC(+ 22' -5 1/2 ") CC(+ 22' -5 1/2) CC(+ 22' -5 112�_
CD rn
+ TB ( +20' -9 ") o 0
m EL. +20' -9" � +
DEAD LOAD PLUS LIVE LOAD GIRDER TRUSS REACTION
-'
NET WIND UPLIFT GIRDER TRUSS REACTION.
"CB"
2 X 6 VERTICAL WOOD "CROSS" BRACING CONNECTED TO TRUSSES AT EACH CONTACT
STEEL PLATE 7" x 11 1/4" x 112"
POINT W/ 2- 16d NAILS.
DEAD ( BOTTOM CHORD)
SEE TRUSS MANUFACTURER SHOP DRAWINGS AND CALCULATIONS FOR
RB-
C
ADDITIONAL CHORD AND WEB BRACING
"HB"
2 X 4 CONTINUOUS HORIZ. WOOD BOTT. CHORD BRACING CONNECTED TO THE TOP OF
v
EVERY TRUSS BOTTOM CHORD W/ 2- 16d NAILS. MAXIMUM SPACING BETWEEN
STEEL PLATE 4" x 11 1/4" x 1/2"
BRACINGS SHALL BE 10' -0"
SIZE &
SEE TRUSS MANUFACTURER SHOP DRAWINGS AND CALCULATIONS FOR
W
ADDITIONAL CHORD AND WEB BRACING
DIB.
TRUSS MANUFACTURE TO COORDINATE TRUSS BOTTOM CHORD ELEVATION
THRU
W/ ARCHITECTURAL DRAWINGS
3
G S -6
+6372 LBS W (3 3/4" DIB. A- 307 THRU
F BOLTS ( SEE. DETAIL G)
-6305 LBS
C, CC(+ 22' -5 1/2 ") CC(+ 22' -5 1/2) CC(+ 22' -5 112�_
CD rn
+ TB ( +20' -9 ") o 0
m EL. +20' -9" � +
(T\ B +2 -9" RB-2 B ( +2 ' -9 ")
N z _M III
+ (), W +
C � � C
FOR SCUPPER TB (+20'-9")
LOCATION CC( +22' -5 1/2") J S i
SEE ARCH. DWGS.
S -6
s")
EL. +J�' -9�I I _ T � kILI +20'-
S -6 ROOF FRAIMIIING
SCALE 1 /4" = 1 '-0"
( +2 fl'-9 ")
• . • -1
o a N Q 4
r" Vn • • vI" m
77-22j 1/Z) TB ( 20' -9") CC + - 1 2) C
FOR SCUPPER LOCATION SI
SEE ARCH. DWGS. S - 6 'n-\+ 2065 LBS
-2040 LBS
TB O RB -6 RIDGE LINE
PL P -�+
m m �
m m
Q -� Q�
OTB O SLAB 6.0 RB -6
4d
11 11 CONC. TB I
HIGH ROOF FRAMING PLAN
SCALE : 1/4" = 1' -0"
+2065 LBS D
2040 LBS
SEE DETAIL 4/S -6 C4s
00 b
X X
Z 3x8x ,SLAB 8.0
J.
CC
m=iw
CC
x
,SLAB 8,0 • C
3 a �--�
x
�d
3 x
go 00
X
SEE DETAIL 4/S -6
K91
C
L
a,
STEEL BASE PLATE
1/2 x 7 5/8
SEE DETAIL W/
(5) 5/8" 1D' x 5"
HEADED STUDS -
ROOF TRUSSES SUPERIMPOSED LOADS
CONNECTOR TYPE
TB (
0' 9 ")
F v W
U • •
STEEL PLATE 7" x 11 1/4" x 112"
• •Y•
DEAD ( BOTTOM CHORD)
1- 5/8 DIAM U
RB-
C
V & 4 G
W
LIVE
V GV �'y•
v
EXTENDED LEG (Fy = 36 KSI)
STEEL PLATE 4" x 11 1/4" x 1/2"
(Fy = 36 KSI
SIZE &
G
W
EXTENDED LEG (Fy = 36 KSI)
DIB.
L< 17.3'
THRU
C
UPLIFT, ZONE 1
(Fy = 36 KSI)
ANGLE L 4" x 4" x 1/4" W/
-33.1
P.S.F.
NET WIND
STEEL PLATE 7" x 11 112" x 1/2"
(Fy = 36 KSI)
-90.2
P.S.F.
2 "2"
P.S.F.
NET WIND
(/
M
J
IL G)7
-86.7
y �'
NET WIND
STEEL PLATE 4"
x 11 1/4" x
1/2'
-99.8
P.S.F.
EXTENDED LEG (Fy 1 36 KSI
- )
HGAM10 BY USP
(MOTH GD.SIDE, STAGGERED)
215 LBS
345 LBS
9- 10d x 1 1 /2" INTO TA
ANGLE L3 1/2" X 3 112" X 1/4" W/
EXTENDED LEG (Fy = 36 KSI)
(4y
1 "K W/
O
1886 LBS
-'
Tp CMS
COPNC�FBEAM
'
`� LLJ
NVHTA12 +
6
bRP
ANGLE L 4" x x
/4
Op
TA24
1270 LBS
I
345 LBS
O �
C�FNFBEAMTB
7 VALUES
3403 LBS
EXTENDED LEG (Fy =
35 KSI)
1- 5 /a" DIA. KWIK BOLT II
5885 LBS
-
-
-
SEE DET "A"
HGAM10 BY USP '
3 1 i i BY "HILTI" W/ 4 MIN.
/
850 LBS
- 1-- 5/8" DIA. KWIK BOLT II
(MOTH GD.SIDE, STAGGERED)
INTO WALL
IN S -4
1- 5 8" DIAM. HRU
/
EMBED IN CONIC.
1110 LBS
1075 LBS
"HGAM10 ": USE (4) 3/16" DIA "WEDGE - BOLTS" INTO WALL
i BY "HILTI" W/ 4' MIN.
HGAM10 BY USP
O
BOLT FOR TWO KY TRUSS „
N
NOP2X MOISTUR R
(BOTH GD.SIDE, STAGGERED) +
PREFAB WOOD
N - EMBED IN CONC.
+ NOP2X BY "USP"
- 1 /2
BY USP (ONE PE EA.
ZD
i
(TYP. OF 4)
7585 LBS
1740 LBS
2150 LBS
3 1/4"
4" DROP TB AT CONNECTION LOCATION
DER MEMBER I
B/ GIJ� PREF. WD. G . AND WALL
11770 LBS
r
-
i
SEE DET "B
O
•
co
4"
OR PROVIDE TC BELOW AS REQUIRED
N
IN S -4
RIDGE
LINE
DROP TB AT CONNECTION LOCATION
NOP2X MOISTUR
B R
CL==
PREFAB WOOD GIRDER
WEDGE ANCHORS TO BE
/
AND (4) WS15 WEDGE SCREWS INTO GIRDER
----- OR PROVIDE TC BELOW AS REQUIRED
BY USP (ONE P
EA.
-
TRUSS(2 MEMBERS)
A
AT LEAST 6" FROM CONIC. EDGE
- A
+ NOP2X BY "USP"
- WEDGE ANCHORS TO N
i 1 1/2" 1 /2" AT LEAST 6" FROM CONIC. EDGE
GIRDER MEMBER)
B/ PREF. WD. A.
AND WALL
r
CB
Qo
CONC. TB
�
1- 5/8" DIA. KWIK BOLT II
BY HILTI W/ 4" MIN.
4" 4" 31/2
����
4"
BY "HILTI W/ 4" MIN. SCALE
3/4" = 1' -0"
„
MIN.
"CB
EMBED IN CONIC.
CONC. TB
o
MIN.
EMBED IN CONC,
N.O.A. 01- 1001 -03
��
rr,CB„
A
-A
N.Q.A. 01- 1001 -03
A -A
J
Q
O
O
A - A
Z Q
d
_
z
a
1
PRE
AB W 4us'
O
cr
Q
c-
GIR
ER T
S
(T\ B +2 -9" RB-2 B ( +2 ' -9 ")
N z _M III
+ (), W +
C � � C
FOR SCUPPER TB (+20'-9")
LOCATION CC( +22' -5 1/2") J S i
SEE ARCH. DWGS.
S -6
s")
EL. +J�' -9�I I _ T � kILI +20'-
S -6 ROOF FRAIMIIING
SCALE 1 /4" = 1 '-0"
( +2 fl'-9 ")
• . • -1
o a N Q 4
r" Vn • • vI" m
77-22j 1/Z) TB ( 20' -9") CC + - 1 2) C
FOR SCUPPER LOCATION SI
SEE ARCH. DWGS. S - 6 'n-\+ 2065 LBS
-2040 LBS
TB O RB -6 RIDGE LINE
PL P -�+
m m �
m m
Q -� Q�
OTB O SLAB 6.0 RB -6
4d
11 11 CONC. TB I
HIGH ROOF FRAMING PLAN
SCALE : 1/4" = 1' -0"
+2065 LBS D
2040 LBS
SEE DETAIL 4/S -6 C4s
00 b
X X
Z 3x8x ,SLAB 8.0
J.
CC
m=iw
CC
x
,SLAB 8,0 • C
3 a �--�
x
�d
3 x
go 00
X
SEE DETAIL 4/S -6
K91
C
L
a,
STEEL BASE PLATE
1/2 x 7 5/8
SEE DETAIL W/
(5) 5/8" 1D' x 5"
HEADED STUDS -
8" CMU LOAD SCALE 3/4" = 1' -0"
BEARING WALL
TYPICAL 2 BOLTS GIRDER (2 MEMBERS) I
CONNECTION DETAIL "A" TYPICAL 4 BOLTS GIRDER (2 MEMBERS)
"
SCALE 3/4" = V -0" CONNECTION DETAIL B"
SCALE 3/4" = V -0"
ROOF TRUSSES SUPERIMPOSED LOADS
CONNECTOR TYPE
DEAD (TOP
ANGLE L 4" x 4" x 1/ " W/
F v W
U • •
STEEL PLATE 7" x 11 1/4" x 112"
• •Y•
DEAD ( BOTTOM CHORD)
1- 5/8 DIAM U
ANGLE L4" x 4" x 1/4" W/
V & 4 G
W
LIVE
V GV �'y•
v
EXTENDED LEG (Fy = 36 KSI)
STEEL PLATE 4" x 11 1/4" x 1/2"
(Fy = 36 KSI
SIZE &
44.9 P.S.F.
BOLT F P TRUSS
EXTENDED LEG (Fy = 36 KSI)
TRUSSES
L< 17.3'
GIRDER AND
TRUSSES L> 17.3'
NET WIND
UPLIFT, ZONE 1
(Fy = 36 KSI)
ANGLE L 4" x 4" x 1/4" W/
-33.1
P.S.F.
NET WIND
STEEL PLATE 7" x 11 112" x 1/2"
(Fy = 36 KSI)
-90.2
P.S.F.
2 "2"
P.S.F.
NET WIND
4 /
EXTENDED LEG (Fy = 36 KSI
P.S.F.
-86.7
y �'
NET WIND
STEEL PLATE 4"
x 11 1/4" x
1/2'
-99.8
P.S.F.
EXTENDED LEG (Fy 1 36 KSI
- )
HGAM10 BY USP
(MOTH GD.SIDE, STAGGERED)
215 LBS
345 LBS
9- 10d x 1 1 /2" INTO TA
ANGLE L3 1/2" X 3 112" X 1/4" W/
EXTENDED LEG (Fy = 36 KSI)
(4y
1 "K W/
3103 LBS
1886 LBS
-'
Tp CMS
COPNC�FBEAM
'
`� LLJ
NVHTA12 +
6
bRP
ANGLE L 4" x x
/4
Op
TA24
1270 LBS
I
345 LBS
C�FNFBEAMTB
7 VALUES
3403 LBS
EXTENDED LEG (Fy =
35 KSI)
1- 5 /a" DIA. KWIK BOLT II
5885 LBS
-
-
-
SEE DET "A"
HGAM10 BY USP '
3 1 i i BY "HILTI" W/ 4 MIN.
/
850 LBS
- 1-- 5/8" DIA. KWIK BOLT II
(MOTH GD.SIDE, STAGGERED)
INTO WALL
IN S -4
1- 5 8" DIAM. HRU
/
EMBED IN CONIC.
1110 LBS
1075 LBS
"HGAM10 ": USE (4) 3/16" DIA "WEDGE - BOLTS" INTO WALL
i BY "HILTI" W/ 4' MIN.
HGAM10 BY USP
BOLT FOR TWO KY TRUSS „
1 1/2 (TYP. OF 2)
"
NOP2X MOISTUR R
(BOTH GD.SIDE, STAGGERED) +
PREFAB WOOD
N - EMBED IN CONC.
+ NOP2X BY "USP"
- 1 /2
BY USP (ONE PE EA.
GIRDER TRUSS
i
(TYP. OF 4)
7585 LBS
1740 LBS
2150 LBS
3 1/4"
4" DROP TB AT CONNECTION LOCATION
DER MEMBER I
B/ GIJ� PREF. WD. G . AND WALL
11770 LBS
r
-
i
SEE DET "B
O
•
co
4"
OR PROVIDE TC BELOW AS REQUIRED
INTO WALL
"HGAM10 ": "WEDGE
IN S -4
DROP TB AT CONNECTION LOCATION
NOP2X MOISTUR
B R
CL==
PREFAB WOOD GIRDER
WEDGE ANCHORS TO BE
/
AND (4) WS15 WEDGE SCREWS INTO GIRDER
----- OR PROVIDE TC BELOW AS REQUIRED
BY USP (ONE P
EA.
-
TRUSS(2 MEMBERS)
A
AT LEAST 6" FROM CONIC. EDGE
- A
+ NOP2X BY "USP"
- WEDGE ANCHORS TO N
i 1 1/2" 1 /2" AT LEAST 6" FROM CONIC. EDGE
GIRDER MEMBER)
B/ PREF. WD. A.
AND WALL
r
1- 5 /8" DIA. KWIK BOLT II
13470 LBS
CONC. TB
4 "
1- 5/8" DIA. KWIK BOLT II
BY HILTI W/ 4" MIN.
4" 4" 31/2
4"
BY "HILTI W/ 4" MIN. SCALE
3/4" = 1' -0"
„
MIN.
EMBED IN CONIC.
CONC. TB
MIN.
EMBED IN CONC,
N.O.A. 01- 1001 -03
BEARING WALL
A
-A
N.Q.A. 01- 1001 -03
A -A
i
A - A
8" CMU LOAD SCALE 3/4" = 1' -0"
BEARING WALL
TYPICAL 2 BOLTS GIRDER (2 MEMBERS) I
CONNECTION DETAIL "A" TYPICAL 4 BOLTS GIRDER (2 MEMBERS)
"
SCALE 3/4" = V -0" CONNECTION DETAIL B"
SCALE 3/4" = V -0"
u
y4U W V W• VR •:V V V•
� V V " �' • W
4
•�J ib• V • V uGGyV
W V W•• V 6
W {�
ROOF TRUSSES SUPERIMPOSED LOADS
CONNECTOR TYPE
DEAD (TOP
CHORD)
F v W
U • •
15 P.S.F.
• •Y•
DEAD ( BOTTOM CHORD)
W V
10 P.S.F.
V & 4 G
W
LIVE
V GV �'y•
v
30 P.S.F.
y
BASIC WIND PRESSURE, qz
SIZE &
44.9 P.S.F.
V
V y W i
BUILDING ENCLOSED:
V -146 MPH Kd= 0.85 h= 25.25'
EXP. "C" 1 =1.0 ZONE a -3' -0"
TRUSSES
L< 17.3'
GIRDER AND
TRUSSES L> 17.3'
NET WIND
UPLIFT, ZONE 1
-37.5
P.S.F.
-33.1
P.S.F.
NET WIND
UPLIFT, ZONE 2, ZONE 3
-90.2
P.S.F.
-59.4
P.S.F.
NET WIND
UPLIFT, OVERHANGS ZONE 2
-86.7
P.S.F.
-86.7
P.S.F.
NET WIND
UPLIFT, OVERHANGS ZONE 3
-152.6
P.S.F.
-99.8
P.S.F.
u
y4U W V W• VR •:V V V•
� V V " �' • W
4
•�J ib• V • V uGGyV
W V W•• V 6
W {�
WOOD TRUSSES & GIRDERS CONNECTORS SCHEDULE
v
CONNECTOR TYPE
ALLOWABLE LOAD VALUES
V •
V V
F v W
U • •
�
••
• •Y•
V Y
W V
V
V & 4 G
W
K
V GV �'y•
v
V Y
V y
y
C V V V U
SIZE &
REMARKS
V
V y W i
`
• L V r
U V r y
• W
QUANTITY
V
U
Y •
NVSTA12
�•
1671 LBS
1541 LBS
W
Y V• W w •
V U
Y
2133 LBS
1617 LBS
V V G .
v
4•rjW U
WOOD TRUSSES & GIRDERS CONNECTORS SCHEDULE
CONNECTOR
CONNECTOR TYPE
ALLOWABLE LOAD VALUES
UPLIFT
LAT. LOAD
LAT. LOAD
LABEL
FASTENERS
PARALLEL
PERPENDICULAR
SIZE &
REMARKS
TO WALL
TO WALL
QUANTITY
OA
NVSTA12
1221 LBS
1671 LBS
1541 LBS
6- 10d xl 1T01 TRANTO SEAT
NVHTA12
2133 LBS
1617 LBS
1541 LBS
12 10dd x INTO 2 TRNTO SEAT
NVHTA12 +
2133 LBS
1671 LBS
1541 LBS
12- 10d INTO STRAP NVHTA12
6- 10d x 1 1/2 INTO SEAT(NVSTA12)
TAIa
970 LBS
215 LBS
345 LBS
9- 10d x 1 1 /2" INTO TA
T VALUES
3103 LBS
1886 LBS
1886 LBS
NVHTA12 +
2133 LBS
1617 LBS
1541 LBS
12- 10d INTO STRAP NVHTA12
6- 10d x 1 1/2 INTO SEAT(NV TA12)
Op
TA24
1270 LBS
215 LBS
345 LBS
11- 10d x 1 1/2" INTO TA
7 VALUES
3403 LBS
1886 LBS
1886 LBS
TYP.2 BOLTS
5885 LBS
-
-
DETAIL "A ": USE (2) 5/8" DIA "KWIK BOLT II" BY "HILTI"
SEE DET "A"
GIRDER CONNECTION
850 LBS
630 LBS
1075 LBS
INTO WALL
IN S -4
DETAIL "A" +
850 LBS
1110 LBS
1075 LBS
"HGAM10 ": USE (4) 3/16" DIA "WEDGE - BOLTS" INTO WALL
HGAM10 BY USP
AND (4) WS15 WEDGE SCREES INTO GIRDER
(BOTH GD.SIDE, STAGGERED) +
+ NOP2X BY "USP"
VALUES
7585 LBS
1740 LBS
2150 LBS
TYPA BOLTS
11770 LBS
-
-
DETAIL "B": USE (4) 5/8 DIA "KWIK BOLT II" BY "HILTI"
SEE DET "B
O
GIRDER CONNECTION
DETAIL "B" +
85Q LBS
630 LBS
1075 LBS
INTO WALL
"HGAM10 ": "WEDGE
IN S -4
850 LBS
1110 LBS
1075 LBS
USE (4) 3/16" DIA - BOLTS" INTO WALL
HGAM10 BY USP
AND (4) WS15 WEDGE SCREWS INTO GIRDER
(BOTH GD.SIDE, STAGGERED) +
+ NOP2X BY "USP"
Z VALUES
13470 LBS
1740 LBS
2150 LBS
NOTES: 1). NVSTA12 BY NU -VUE N.O.A. 03- 0224.10
2). NVHTA12 BY NU -VUE N.O.A. 03- 0224.10
3). TA BY USP N.O.A. 01- 0912.05
4). KWIK BOLT II' BY HILTI N.O.A. 01- 1001.03
W/ 4" MIN EMBED IN CONCRETE
5). PROVIDE NOP2X MOISTURE BARRIER PLATE BY USP (ONE PER EA. MEMBER OF GIRDER)
14 B/ PREF. WD. GIRDER AND WALL
S - 6 6). HGAM10 BY "USP" N.O.A. 02- 1113.05
7). WS15 WOOD SCREWS BY "USP" WITH Fyb= 217000 PSI & 1/4 D X MINIMUM 1 1/2" LONG.
8). WEDGE BOLTS BY POWERS FASTENERS, INC. AS PER NOA 02- 1113.05
L BASE
ADDITIONAL CONNECTORS /STRAP FOR UPLIFT 1S /2 x 7 5 /8PLATE
NOT SHOWN (SEE PLAN AND SCHEDULE) SEE DETAIL W/
(5) 5/8" 9 x 5
CONC. TB HEADED STUDS
3/4" DIA A -307 THRU BOLTS W/ NOT SHOWN (SEEPLANNDSCHEDULE) CONNECTORS/STRAP FOR LIT
STD. WASHERS. FOR NUMBER OF BOLTS
SEE FRAMING PLAN 3/4" DIA A -307 THRU BOLTS W/
STD. WASHERS. FOR NUMBER OF BOLTS
4VAR ES 1 1/2" SEE FRAMING PLAN
6 MIN. R 1/4 X WIDTH OF BOTTOM CHORD
BOTH SIDES OF TRUSS /STRUT R 1/4 X WIDTH OF BOTTOM CHORD
i BOTH SIDES OF TRUSS /STRUT
(2 MEMBERS MIN) RTES
3„ i 3" ( C 1 /2
o
1 1/2" o
CD
N a 3 /8" 75 it
MIN. � =D
- - 3/16 TRUSS MANUF. TO DESIGN
THE PREFAB WD. TRUSS/ GIRDER
TRUSS MANUF. TO DESIGN Y - 3/16 ( MIN. OF 2 MEEBERS)
THE PREFAB WD. TRUSS / GIRDER CONIC. TB FOR A HORIZONTAL WIND
(MIN
OF 2 )) O (SEE ROOF
FOR A HORIZONTAL WIND FRAMING PLAN FOR VALUES)
AXIAL LOAD (SEE ROOF
FRAMING PLAN FOR VALUES) 11 4" DITIONAL PREFAB WOOD TRUSS /GIRDER STRUT IGNACIO J. CALVO P.E.
ADDITIONAL PREFAB WOOD TRUSS/ IRDER STRUT BOLT5 AND STEEL PLATES AT THIS LOCATION STRUCTURAL ENGINEER
BOLTS AND STEEL PLATES AT THIS LOCATION ONLY IF APPLICABLE
FLORIDA CERTIFICATE N0. 56755
ONLY IF APPLICABLE 1800 SW 27 Ave. # 3145
PLAN ELEVATION Miami, Florida
Ph: (305) 648 -9008
Fax: (305) 648 -9128
E -MAIL: ijcpe@bellsouth.net
TYP. HORIZONTAL STRUT DETAIL ( `
SCALE 3/4" = 1'--0"
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JAN
IIIII I
DAVID Sil�TT I� AUTMAN
A E C H I T E C T
5405 SW 73 ST #4 MIAMI, FLORIDA 33143
305 - 667 -0519 TEL 305- {69-51 {2 FAX Q)
REVISIONS
Q) SEAL
curr /WATERH 1 -10 -05
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