HomeMy WebLinkAboutPLANS - 98-00034 - Horkley's Exxon Station - Canopy�c' n"
1997 U.B.C. DATA
OCCUPANCY GROUP ........... S-3
CONSTRUCTION TYPE ........... II N
OCCUPANCY LOAD FACTOR ........N.A.
SEPARATION ..... SEE SITE PLAN AND SEC.
311.2.3.2 AND TABLE 5 A
USE ..... CANOPY OVER GASOLINE PUMPS
AREA . . . . . I .....q
.....1976 Sq. Ft.
FRAMING PLAN W10x22 PURLINS
SCALE: 3/32"=1'-0" W16x31 BEAM
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•_q• 13'-10� 13'-10j" 13'-103 13'-10r 13'-10� '_q• 7,,
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4R\ 6" CONC SLAB
`(12) EA. L.S.I.
FIXTURES
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W6x6 8/8 WWF 4'-6"x5'-0" HIGH WITH
12" LAP OR Q4 BAR 0 1�—n O.C. VERT,
ON 5'-0"0 AND 9'FiE�i��
❑ ❑ ❑ ❑ ❑ ❑ HORIZONTAL 4QD s
SECTION/ELEVATION
LIGHTING SCHEME SCALE: 1/8"=1'-0" W ��
SCALE: 3/32"=1'-O" s O
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1997 U.B.C. DATA
OCCUPANCY GROUP ........... S-3
CONSTRUCTION TYPE ........... II N
OCCUPANCY LOAD FACTOR ........N.A.
SEPARATION ..... SEE SITE PLAN AND SEC.
311.2.3.2 AND TABLE 5 A
USE ..... CANOPY OVER GASOLINE PUMPS
AREA . . . . . I .....q
.....1976 Sq. Ft.
FRAMING PLAN W10x22 PURLINS
SCALE: 3/32"=1'-0" W16x31 BEAM
0
•_q• 13'-10� 13'-10j" 13'-103 13'-10r 13'-10� '_q• 7,,
" DECK PANEL
a ING TYP.
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COLUMN
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4R\ 6" CONC SLAB
`(12) EA. L.S.I.
FIXTURES
L
N
L J CONCRETE FOOTING REINFORCED PATH
W6x6 8/8 WWF 4'-6"x5'-0" HIGH WITH
12" LAP OR Q4 BAR 0 1�—n O.C. VERT,
ON 5'-0"0 AND 9'FiE�i��
❑ ❑ ❑ ❑ ❑ ❑ HORIZONTAL 4QD s
SECTION/ELEVATION
LIGHTING SCHEME SCALE: 1/8"=1'-0" W ��
SCALE: 3/32"=1'-O" s O
APPROVED Z.. ✓ TgTF Of \aP ^gib
D TE 9M ®•'M®(i
$2155 BUILDING INSPECTOR P 1119%
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BUILDING INSPECTOR
#12 TEK
a
1/8 M CONN.
#12 TEK
<
+/9 TYV. CONN.
#12 TEK @ 16" 0. C.
1"xt"x1/8" ANGLE
1"xi'xt/8" ANGLE
STRUCTURAL NOTES:
4'-0" MAX. SPACING
#12 TEK ®i6" O.C.
4'-0" MAX. SPACING
1-1/2"x1-1/2"x16 GA._z-
GENERAL
GALV. ANGLE CONTINUOUS e
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I-1/2"x1-1/2"x16 GA.
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The contractor shall verify all conditions and dimensions
GALV. ANGLE CONTINUOUS
at the site.
PURLIN
#12 TEK
2. Observation visits to the site by the design engineer shall
COMPOSITE FASCIA
SCREW (TYP.)
neither be construed as inspection nor approval of
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PANEL
COMPOSITE FASCIA
construction.
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PANEL
3. During and after construction, builder and/or owner shall
Fes-
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keep loads on the structure within limits of design loads.
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4. Typical details and sections shall apply where specific
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#12 TEK SCREW (TYP.)
19"
details are not shown.
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PAN HEAD ®12" O.C.
RAIN GUTTER
B.
DESIGN CRITERIA
CIO
#10 PAN HEAD ® 12"
O.C.-
52"
1. Building Code . . . . . . . . . . . . UBC 1997
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2. Snow Load . . . . . . . . . . . . . 35 P.S.F.
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I I TYPICAL
SIDE FASCIA DETAIL
2 TYPICAL
END FASCIA DETAIL
Dead Load . . . . . . . . . . 10 P.S.F.
3. Wind Design:
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t
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N.T.S.
Wind Velocity . . . . . . . . . . . . 80 M.P.H.
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Exposure. . . , . . . . . . . C
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4. Seismic Design:
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1-1/2"x1-1/2"x3/16"
3x6x1 4 PLATE
/
ANGLE BRACE
BEAM
ANGLE
2"x2"xi /4"
Zone . . . . . . . . . . . . . . . . . 3
Jim ~t/J
heim
BEAM
3/+s
AS REQUIRED
C.
0
FOUNDATION
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3/16 1
1. Soil Bearing Pressure - 1500 P.S.F. (not tested)
1/s +
6x8x1/4 PLATE
2. Design Lateral Soil Pressure: 150 P.S.F./Ft. of depth.
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L2
63/1
BEA
3. All footings shall be placed on undisturbed soil or on
granular fill mechanically compacted to not less than 95%
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3/16
of modified proctor density (ASTM D-1557).
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3/16
6x1'/4 PLATED.
CONCRETE
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1. All concrete shall have o design 26-day compressive
strength of 2500 P.S.I.
E. STRUCTURAL STEEL
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(2) EA. A-3077,
1. Structural steel shall be fabricated and erected in
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PURLIN
5/8" BOLTS NOTE:
SPLICE PLATE ONE SIDE AFTER
accordance with the latest edition of the following:
"Specifications
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BUTT WELDING PURLINS TOGETHER.
PURLIN
(a) AISC for the Design Fabrication
and Erection of Structural Steel for Buildings'.
n PURLIN BRACING DETAIL (AS
REQUIRED)
n PURLIN SPLICE DETAIL
(AS REQUIRED)
n BEAM BRACING DETAIL (AS REQUIRED)
(b) AISC "Code of Standard Practice" excluding the
following sections: 1.5.1, 3.3 (first sentence),
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N.T.S.
N.T.S.
N.T.S.
4.2, 4.2.1, 4.2.2, 7.5.4, and 7.11.5.
(c) AISC "Specifications for the Design of Cold
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BEAM
(4) EA. 5/8"x2-1/2'
Formed Structural Members .
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2' snTCH
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1B WLD
A-307 BOLTS. (TYP.)
2. Structural steel shall conform to ASTM A-36 and
ASTM A572 CR50.
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FON ERECTION ONLY
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-1/4" PLATE STIFFENER
SPOT WELD
3. Cold-formed structural steel tubing shall conform to
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FIT TO BEAM WEB
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ASTM A-500, Grade B.
PURLIN
4. All welding shall be performed by certified welders in
a
If
accordance with the American Welding Society.
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NOTCH COLUMN TO
5. All bolted connections shall use bolts conformingto
ASTM A-307.
;
SUPPORT BEAM
6. Metal roof deck shall be 22 Go. MBCI Architectural panel,
4x5x3/8 PLATE
+/8 1/2
Classic series, or equal ASTM A-446, Grade D, min.
—
yield strength of 50 P.S.I.
—
8"x8"
F.
PAINTING
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GUSSET R
DECK PANEL
8"x8" GUSSET R
—
1. All exposed of steel shall be (spar
STEEL STEEL COLUMN
13-12-79 cooling or approved!
coating
exposed or 6o IC
2. All welds andafter otherfabrication.
COLUMN
STD. PANEL CLIP
prime coni C
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® 16" O.C. STD. 3"
DECK PANEL
NOTE: Bolting shown is for erectinp se op
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COLUMN/BEAM CONNECTION
PURLIN CONNECTION DETAIL
#2155
N.T.S.
N.T.S.
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BUILDING INSPECTOR