HomeMy WebLinkAboutPLANS - 98-00036 - Deseret Industries - Canopy30" RP
#2189
7. M
)IUS
12'-0" 11'_0. 12,_0•
0
I
}
WJ
0
1
Z
F-
-I f
1
O
�
pG
Luo
W12x22
Co m-
L
J L
W
J
y
J
TS 10000/4
W>m
uJ uJ
COLUMN
Ccatox
TC.
F
W12x22
C z
Q
wQ7
d J
N
r
O
0
3
3
^
ro
W12x22
N
?
4'-6" SO.
W12x22
F FOOTING
0
r
1 F
-I
WI2x22 I
I
I
L
_ J L
- J
EXISTING CANOPY
FRAMING PLAN
SCALE: 3/32"=1'-0"
1994 U.B.C. DATA
OCCUPANCY GROUP ............. M
CONSTRUCTION TYPE ............II N
OCCUPANCY LOAD FACTOR .........N.A.
SEPARATION ........... SEE SITE PLAN
AND TABLE 5 A
USE ...........DONATION AREA COVER
AREA ................1120 Sq. Ft.
STD. 3" DECK PANEL
TS 10x10x1/4 COLUMN
IS SET TO LINE & PLUMB
6" ASPHALT PAVEMENT
N.T
COLUMN EMBEDDED IN CONCRETE
AND REINFORCED WITH W6x6 8/8
SO WWF 3'-6"0x4' H. WITH 12" LAP
OR #4 BAR ® 18" O.C. VERT. ON
S-6"6 #4 TIES ® 18" HORIZ.
W12x22 PURLINS
v
SECTIOIN LELr- VIA TION
SCALE: 1 /8"=1'-0"
LIGHTING SCHEME
SCALE: 3/32"=1'-0"
APPROVED L�_
D TE
BUILDING INSPECTOR I
rT
2
0
r
s
}
WJ
Z
s
V
O
�
pG
Luo
�
W
Co m-
W
J
y
J
W>m
uJ uJ
Ccatox
TC.
F
c*
C z
Q
wQ7
d J
#12 TEK
#12 TEK
1/6 T1P. CONN.
<
1/8 TW. CONN.
9)12 TEK ® 16" O.C. 1"xl"x1/8" ANGLE
1"x1"xl/8" ANGLE
STRUCTURAL NOTES:
4'-0" MAX. SPACING
#12 TEK ® 16" O.C.
4'-0" MAX. SPACING
1 -1/2"x1 -1/2"x16 GA.—,z�
A. GENERAL
GALV. ANGLE CONTINUOUS 1. 1/6
1 -1/2"x1 -1/2"x16 GA.
1. The contractor shall verify all conditions and dimensions
M
GALV. ANGLE CONTINUOUS
at the site.
12 TEK
2. Observation visits to the site by the design engineer shall
COMPOSITE FASCIA PURLIN
SCREW (TYP.)
neither be construed as inspection nor approval of
cc
PANEL
COMPOSITE FASCIA
construction.
d
PANEL
3. During and after construction, builder and/or owner shall
Z w
keep loads on the structure within limits of design loads.
z p
4. Typical details and sections shall apply where specific
V p
9912 TEK SCREW (TYP.)
details are not shown.
H CC
ig"
RAIN GUTTER
B. DESIGN CRITERIA
LL i0 y
#10 PAN HEAD ®12 O.C.
9910 PAN HEAD ®12" O.C.
52"
1. Building Code . .UBC 1997
W
� Lr C
2. Snow Load . . . . . . . . . . . . . 35 P.S.F.
IF- W C =
l I J TYPICAL SIDE FASCIA DETAIL
(� J TYPICAL
END FASCIA DETAIL
Dead Load . . 10 P.S.F.
3. Wind Design:
CO) > _
Ods
N.T.S.
N.T.S.
Wind Velocity . . . . . . . . . . . . 80 M.P.H.
z>.2
Exposure . . . . . . . . . . . . . . . C
. . . . . . . . . 1
4. Seismic Design:
W v
HJR
Lu-= cc
1-1/2"xt-1/2"x3/16"
3x6xl/4 PLATE
ANGLE BRACE
BEAM ANGLE
3/16 1. 2"x2"x1/4"
Zone . . . . . . . . . . . . . . . . . 3
LU � Ln fA
BEAM
AS REQUIRED
1 . . . . . . . . . . . . . . . 1.0
CO) LO X
3/16
C. FOUNDATION
C r ac
1. Soil Bearing Pressure — 1500 P.S.F. (not tested)
1/e 1•
6x8xl/4 PLATE
3/16 1•
2. Design Lateral Soil Pressure: 150 P.S.F./Ft. of depth.
z
a
3. All footings shall be placed on undisturbed soil or on
BEAM
granular fill mechanically compacted to not less than 95%
o
3/16
of modified proctor density (ASTM 0-1557).
p
3/16
2x6xl/4 PLATE
;"
D. CONCRETE
CL J
1. All concrete shall have a design 28—day compressive
strength of 2500 P.S.I.
E. STRUCTURAL STEEL
9
0 o
m
m m
1. Structural steel shall be fabricated and erected in
O N
O O
1/s 1
PURLIN
(2) EA. A-307—/accordance
with the latest edition of the following:
5 8" BOLTS NOTE: SPLICE PLATE ONE SIDE AFTER
/
(a) AISC "Specifications for the Design Fabrication
m
BUTT WELDING PURLINS TOGETHER.
PURLIN
and Erection of Structural Steel for Buildings".
r
..
_
n PURLIN BRACING DETAIL (AS REQUIRED)
PURLIN SPLICE DETAIL (AS REQUIRED)
N.T.S.
n BEAM BRACING DETAIL (AS REQUIRED)
(b) foil "Code of Standard Practice" t sentence), the
following sections: 1.5.1, 3.3 (first sente9ce),
4.2, 4.2.1, 4.2.2, 7.5.4, and 7.11.5.
m
w
o
N.T.S.
N.T.S.
I;
(c) AISC "Specifications for the Design of Cold
BEAM
(4) EA. 5/8"x2-1/2"
Formed Structural Members'.
e
mx
2• sTiTCN
KLD +/6
z STITCH
A-307 BOLTS. TYP.
( )
2. Structural steel shall conform to ASTM A-36 and
/6 MLO
1/4" PLATE STIFFENER
FOR ERECTION ONLY
SPOT WELD
ASTM A572 GR50.
3. Cold—formed structural steel tubing shod conform to
6'1
FIT TO BEAM WEB
+/• x +/2'
ASTM A-500, Grade B.
® s
PURLIN
4. All welding shall be performed by certified welders in
accordance with the American Welding Society.
5. All bolted connections shall use bolts conforming to
3
3/16
NOTCH COLUMN TO
ASTM A-307.
oa
SUPPORT BEAM
S. Metal roof deck shad be 22 Go. MSCI Architectural panel,
s
�
4x5x3/8 PLATE
Classic series, or equal ASTM A-44 P
Q
a'
_ =
V6 +/2
yield strength of 50 K.S.I.
F. PAINTING v¢ "•V®®
— _
DECK PANEL
—
\y�
is
1. All exposed structural steel s Ij2b pxfamed with Alspa
13-12-79 coating or oppro dick al. P
STEEL STEEL COLUMN
2. All welds and other expose s all
COLUMN
STD. PANEL CUP—/prime
coat after fabricate
® 16" O.C. STD. 3"
d
DECK PANEL
NOTE: Bolting shown is for ere ug of SOF,
n COLUMN/BEAM CONNECTION
n PURLIN CONNECTION DETAIL
, p
#2189
N.T.S.
N.T.S. A,
PRUNED � x-� f'
y � t 1998
BUILDING INSPECTOR