HomeMy WebLinkAbout99-0389 240 Addison Ave W - Plans ADA STD. RAMP ACCESS TYP♦ ADA STD. RAMP ACCESS TYP.
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Design Calculations
Structural Steel Fueling Canopy
(Revised)
Conrad & Bischoff Phillips
Twin Falls, Idaho
Supplied by:
Kustom Kanopies, Inc.
2789 Midland Dr.
Ogden, UT 84401
Designed by: o pROF
Mountain View Engineering, Inc. 4 � i
'< GINS
P.O. Box 839
Brigham City, UT 84302
James O. Moore, P.E.
� q 01,
JUN 2 11999
5 pages of calculations
Mountain View Engineering Page: 1
P.O. Box 839, Brigham City, Utah 84302 Date: 6/17/99
Phone (435)734-9700 Fax. (435)734-9519 By: Paul
Job: Kustom Kanopies #2553 (Revised)
Subject: Conrad & Bischoff Phillips Station, Twin Falls, Idaho
DESIGN CRITERIA CONTINUOUS PURLIN LAYOUT
Snow Load= 30 psf Purlin Spacing = 7.00 ft
Dead Load= 10 psf Edge Distance Each Side= 2 ft
Seismic Zone= 2B Left Cantilever= 10 ft
Wind Speed= 70 mph 1 Bay(s)@ 25 ft
Exposure= C Right Cantilever= 10 ft
w(DL) = 0.070 klf
CANOPY DIMENSIONS w(LL) = 0.210 klf
Length= 50 ft From Page 3, Use W10x15
Width= 45 ft
Fascia Height= 4.00 ft CONTINUOUS BEAM LAYOUT
Canopy Clear Height= 16 ft Left Cantilever= 12 ft
Total Height of Canopy= 20.00 ft 1 Bay(s) @ 26 ft
Number of Column Rows= 2 Right Cantilever= 12 ft
Number of Columns/Row= 2 Maximum Tributary Width = 22.50 ft
LATERAL p1 (DL) = 1.57 kip
Wind pl (LL) = 4.72 kip
p2(DL)= 1.23 kip
Ce= 1.19 p2(LL)= 3.71 kip
Cq= 1.3 From Page 4, Use W16x31
qs= 12.6 psf
Iw= 1 COLUMN
P-w= 19.49 psf Column Specification: 16"dia. x 1/4"Pipe
Total Base Shear(V)= 3.90 kip Fy= 46 ksi
Length = 17.46 ft
Seismic Moment at Base= 24.67 kip-ft
Ca = 0.34 S(required)= 10.73 in^3
R= 2•9 S(actual)= 48 in^3
W= 22.5 kip By inspection, Unity Check< 1.33 OK
ULT Total Base Shear M= 7.91 kip
ASD Total Base Shear(V)= 5.65 kip
ULT Lateral Load Each Column= 1.98 kip
ASD Lateral Load Each Column= 1.41 kip
Distance From Base= 17.46 ft
FOOTINGS (per UBC 1806.8.2.2)
Allowable Soil Pressure = 1500 psf
Max. Vertical Column Load= 22.50 kip
Length= 4.5 ft
Width= 4.5 ft
Req. Depth (see Page 5) = 4.88 ft
Actual Depth = 5.75 ft
q (actual) = 1974 psf
q(allowable)= 2925 psf
MOUNTAIN VIEW Page Z
EINGUNEERIlXG, INC. Job__61NOC, Date
P.O. Box 839•Brigham City,Utah 84302 Subject LAydt t'- By Pdgt-
Phone(435)734-9700•Fax. (435)734-9519
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MOUNTAIN VIEW ENGINEERING, INC. Tide: Fueling Canopy Job#2553
P.O. BOX 839 Dsgnr: Paul Date: 12:46PM, 18 JUN 99
Brigham City, Utah 84302 Description:Conrad&Bischoff Phillips
Twin Falls,Idaho
Phone(801)734-9700 scope
Fax(801)734-9519
510001 Multi-Span Steel Beam 3
Description Purlin
General Information
Fy-Yield Stress 50.00 ksi Load Duration Factor 1.00
Spans Considered Continuous Over Supports
Span Information
Description c..ha.v.r ..max....
Span It 10.00 25.00 10.00
Steel Section V 10X 15 V 10X 15 V 1 Ox 15
End Fixity Free-Pin Pin-Pin Pin Free
Unbraced Length ft 1.00 8.33 1.00
Loads
Live Load Used his Span? Yes Yes Yes
Dead Load k/ft 0,070 0.070 0.070
Live Load k/ft 0.210 0.210 0.210
Results
Mmax @ Cntr k-ft 0.00 7.87 0.00
@ X= It 0.00 12.50 0.00
Max @ Left End k-ft 0.00 -14.00 -14.00
Max @ Right End k-ft -14,00 -14.00 0.00
fb:Actual psi 12,179.4 12,179.4 12,179.4
Fb:Allowable psi 33,000.0 16,675.0 33,000.0
Btadiag OK Beediag OK Btsdiag OK
fv:Actual psi 1,218.6 1,523.3 1,218.6
Fv:Allowable psi 20,000.0 20,000.0 20,000.0
Shear OK Shear OK Shear OK
Reactions&Deflections
Shear @ Left k 0.00 3.50 2.80
Shear @ Right k 2.60 3.50 0.00
Reactions...
L @ Left k 0.00 1.
L �t
L @Left k 0.00 4.7272
Total @ Left k 0.00 6.30 6.30
DL @ Right k 1.57 1.57 0.00
LL @ Right k 4.72 4.72 0.00
Total @ Right k 6.30 6.30 0.00
Max.Deflection in -0240 -0.286 -0.240
@ X= ft 0.00 12.50 10.00
Span/Deflection Ratio 500.8 1,050.2 500.9
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(c 11983-98 ENERCALC c:\99projects\kkanopices\twinfaid.ecw:Calculat KW-0602479,Ver 5.0.5,15-Mar-1998,Win32
Tide: Fueling Canopy Job#2553
MOUNTAIN VIEW ENGINEERING, INC. Dsgnr. Paul Date:12:54PM, 18 JUN 99
P.O. BOX 839 Description:Conrad&Bischoff Phillips
Brigham City, Utah 84302 Twin Falls,Idaho
Phone(801)734-9700 Scope:
Fax(801)734-9519
R 510001 Multi-Span Steel Beam .N
Description Beam
General Information
Fy-Yield Stress 50.00 ksi Load Duration Factor 1.00
Spans Considered Continuous Over Supports _
Span Information
Description ccntilw.r ccnrilwrr
Span It 12.00 26.00 12.00
Steel lion W 16x31 W 16X31 W 16X31
End Fixity Free-Pin Pin-Pin Pin-Free
Unbraced Length ft 7.00 11.00 7.00
Loads
Live Load Used This Span . Yes Yes Yes
Point#1 DL k 1.230 1.570 1.570
LL k 3.710 4.720 4.720
@ X ft 2,000 4.000 3.000
Point#2 DL k 1.570 1.230 1.230
LL k 4.720 3.710 3.710
@ X ft 9.000 11.000 10.000
Point#3 DL k 1.230
LL k 3.710
@ X ft 15.000
Point#4 DL k 1.570
LL k 4.720
@ X ft 22.000
Results
Mmax @ Cntr k-ft 0.00 1123 0.00
@ X= ft 1.92 12.31 11.60
Max @ Left End k-ft 0.00 -6827 -68.27
Max @ Right End k-ft -6827 -6827 0.00
fb:Actual psi 17,346.0 17,346.0 17,346.0
Fb:Allowable psi 27,366.0 18,597.8 27,366.0
Bending OK Bending OK Bending OK
fv:Actual psi 2,571.6 2,571.6 2.571.6
Fv:Allowable psi 20,000.0 20,000.0 20,000.0
Shear OK Shear OK Shear OK
Reactions 81 Deflections
Shear @ Left k 0.00 11.23 11.23
Shear @ Right k 1123 11.23 0.00
Reactions...
DL @ Left k 0.00 5.60 5.60
LL @ Left k 0.00 16.86 16.86
Total @ Left k 0.00 22.46 22.46
DL @ Right k 5.60 5.60 0.00
LL @ Right k 16.86 16.86 0.00
Total @ Right k 22.46 22.46 0.00
Max.Deflection in -0.780 0.063 -0.774
@ X= ft 0.00 5.03 12.00
Span/Deflection Ratio 184.7 4,961.6 186.0
(c)1983 98 ENERCALC c:199projects\kkanopies\twinfaid.ecw:Calculat KW-0602479,Ver 5.0.5,15-Mar-1998,Win32
MOUNTAIN VIEW ENGINEERING, INC. Tilde: Fueling Canopy Job#2553
P.O. Box 839 Dsgnr. Paul Date:12:43PM, 18 JUN 99
Description:Conrad&Bischoff Phillips
Brigham City, Utah 84302 Twin Fads,Idaho
Phone(801)734-9700 Scope:
Fax(801)734-9619
Fl.!Slowl Pole Embedment in Soil ,��
Description Embedment Depth
General information
Allow Passive 150.00 pcf Applied Loads...
Max Passive 1,500.00 Pcf Point Load 1,980.00 Ibs
Load duration factor 1.330 distance from base 17.460 ft
Pole is Rectangular
Width 54.000 in Distributed Load 0.00#Ift
Restrained @ Surface distance to top 0.000 ft
distance to bottom 0.000 ft
Summary
Moments @ Surface...
Point load 34,570.80 ft-# Total Moment 34,570.80 ft-#
Distributed load 0.00 Total Lateral 1,980.00 Ibs
Without Surface Restraint... With Surface Restraint...
Required Depth 0.000 ft Req'd Depth 4.878 ft
Press @ 1/3 Embed... Pressure @ Base...
Actual 0.00 psf Actual 973.16 psf
Allowable 0.00 psf Allowable 973.16 psf
Surface Restraint Force 9,858.27 Ibs
(c)1983-98 ENERCALC c:\99projects*kanopies\tWnfaid.ecw:Calculat KW-0602479,Ver 5.0.5,15-Mar-1998,Win32
FASCIA FRAMING AT 4'-0' O.C. MAX.
AROUND ENTIRE CANOPY PERIMETER W10xl9 BEAM
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CONCRETE FOOTING REINFORCED F.
WITH W6x6 8/8 WWF 3'0x4' H. W
P 0 4'-6" WITH 12" LAP OR g4 BAR ® 18" 4'-6"
3: 1so. O.C. VERT. ON 3'-0"0 #4 TIES SO. w �_
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FIXTURES us
1997 U.B.C. DATA D PROFF fa
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OCCUPANCY GROUP . . . . . . . . . . . S-3
CONSTRUCTION TYPE . . . . . . . . . . . II N (�
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OCCUPANCY LOAD FACTOR . cI
SEPARATION . . . . . SEE SITE PLAN AND SEC. L J L J
311.2.3.2 AND TABLE 5 A
USE . . . . . CANOPY OVER GASOLINE PUMPS Ft o 0 0 o J j11>
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AREA . . . . . . . . . . . . . . . 2,250 S . Ft. 44 Of &I La
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LIGHTING SCHEME JUN 2 11999
#2553 SCALE: 1/16"=l'-0" 1 ()F 2
REVISED: 6-18-99
#12 TEK ® 16" O.C. #12 TEK #12 TEK ® 16"M,', II,2 STRUCTURAL NOTES:
1/6 TYP. CONN. CONN.
A. GENERAL
1"xl"xl/8" ANGLE 1. The contractor shall verify all conditions and dimensions
4'-0* MAX. SPACING 1"xt"xt/8" ANGLE at the site.
4'-0" MAX. SPACING 2. Observation visits to the site by the design engineer sholl
1-1/2"x1-1/2"x16 GA. c, 1-1/2"xl-1/2"xl6 GA. neither be construed as inspection nor approval of
GALV. ANGLE CONTINUOUS - '> '/6 GALV. ANGLE CONTINUOUS 'c construction. CO)
oo 3. During and after construction, builder and/or owner shall � W
#12 TEK keep loods on the structure within limits of design loads. J O
PURLIN SCREW (TYP.) 4. Typical details and sections sholl apply where specific J Z
COMPOSITE FASCIA COMPOSITE FASCIA details are not shown. = Z
PANEL PANEL
B. DESIGN CRITERIA a
n 1. Building Code . UBC 1997 O O=
16" 2. Snow Load . . . . . . . . . . 30 P.S.F.
#12 TEK SCREW (TYP.) (TYP.) Decd Load . . . . . . . . . . . . . 10 P.S.F. =Co Q to
7 3. Wind Design: 0�#10 PAN HEAD ® 12" O.C. RAIN GUTTER y
#10 PAN HEAD ® 12" O.C. 19" Wind Velocity . . . . . . . . . . . . 70 M.P.H. Q
52" Exposure . . . . . . . . . . . . C m Q C
TYPICAL SIDE FASCIA DETAIL 4. Seismic Design: G Co a
QN.T.S. 2 TYPICAL END FASCIA DETAILZone . . . . . . . . . . . . . . . . . 2B Q W V- 9C N.T.S. I . . . . . . . . . . . . . . . . . . 1.0 �'x Z CO)
C. FOUNDATION Z p—
FULL PENETRATION 1, Soil Bearing Pressure - 1500 P.S.F. (not tested) V C4 3
1-1/2%1-1/2%3/16" 1/4%3"4" PLATE — ANGLE BRACE 2. Design Lateral Soil Pressure: 150 P.S.F./Ft. of depth.
BEAM DIAGONAL BRACE 3. All footings shall be placed on and against undisturbed
2"x2"x1/4" Z
PURLIN 3/16 soil or granular fill mechanically compacted to not less o
AS REQUIRED
3/16 than 95% of modified proctor density (ASTM D-1557).
D. CONCRETE o
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3/16 1, All concrete sholl have a design 28-day compressive
1/6 '' 1/4"x6"x8" PLATE WELD AFTER SPLICE strength of 2500 P.S.I.
ONE SIDE G PLATE IN PLACE
BEAM E. STRUCTURAL STEEL
I 1. Structural steel shall be fabricated and erected in = 2 � m
3/16 3/16 accordance with the latest edition of the following: < a
(a) AISC "Specifications for the Design Fabrication
�f— and Erection of Structural Steel for Buildings". co
(b) AISC "Code of Standard Practice" excluding the
(2) EA. A-307 following sections: 1.5.1. 3.3 (first sentence), m w < g
5/8" BOLTS PROVIDE PLATE EACH SIDE OF WEB 4.2, 4.Z.1, 4.2.Z, 7.5.4, and 7.11.5.
z� ZJ � �
USE 1/4"xl 1/2"x6" PLATE FOR
' �PURLIN _ 4" WIDE FLANGES AND 1/4"x2"x6" (c) AISC "Specifications for the Design of Cold o W o a s
PLATE FOR WIDER FLANGES Formed Structural Members".
FULL PENETRATION \_PURLIN 2. Structural steel shall conform to ASTM A-36 for
QN.T.S.
� plates, angles, and pipes, and ASTM A-572 Grade
PURUN BRACING DETAIL (AS REQUIRED) 14 ) PURUN SPUCE DETAIL (AS REQUIRED) cj BEAM BRACING DETAIL (AS REQUIRED) 50 for all beoms and purlins.
N.T.S. N.T.S. 3. Cold-formed structural steel tubing shall conform to
ASTM A-500, Grade B.
BEAM 4. All welding sholl be performed by certified welders in �x
BEAM accordance with the American Welding Society. NUJ z_
z" STITCH (4) EA. 5/8"x2-1/2" 5. On all bolted connections, use ASTM A-307 bolts a °C
WELD 1/6 2" STITCH unless otherwise specified no special inspection
1/6 WELD A-307 BOLTS (TYP) P ( P P €
I FOR ERECTION ONLY, required). o
1 1/4" PLATE STIFFNER 6. Metal roof deck shall be 22 Go. ASTM A-653 Grade Q $ W
SPOT WELD.
I I I FIT TO BEAM WEB 1/4 50. s W
1 1, All exposed structural steel sholl be primed with Alspor ® s
NOTCH COIUMN TO 13-12-79 coating or o rove a uo1;- b a
I 3/16 1 SUPPORT BEAM 2. All welds and other ex osed sPs�6�
PURLIN p rtp � fimed with o S
1 I 3/8"x4'x5" PLATE prime coat after fabric. e - ;5
I I PURLIN 'T{ .�, •,��,.,R �� ��G o
DECK PANEL ( I TP
STEEL
1 COLUMN STEEL COLUMN /I I "' sr P
STD. PANEL CLIP ,..
® 16" O.C. 3" 22 GA. � ? lF�>e L
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"� DECK PANEL '�'$ O" ®
6 PURUN BEAM CONNECTION QPURUN CONNECTION DETAIL#2553 NT.S. .T.S. ;rp� ,4* J�✓U N 219 2oF2b,