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<br /> MOUNTAIN VIEW page. z Mountain View Engineering,Inc. Title:KK M60561STOCKTON,CA Job M 60248
<br /> Job: MVE#60248 Kustom Kanopies,Inc.#6055 Date: 04!05106 Mountain View Engineering,Inc. Title:KK#60587STOCKTON,CA Job#60248 345 North Main Street,Suite A Dsgnr:CRH Pate: 4;52PM, 5 APR 06
<br /> MOUNTAIN VIEW INC. Page: 1 ENGINEERING INC.
<br /> AT N S ENGINEERING, Jab: MV!_#60248 Kustom Kana las,Inc.f�058 Date: 04!05106 r Sub act: pACIFIC CARWASH UNION 76 By: CRM 345 North Main Street 02 A Dsgnr:CRH Date: N 76 C, 5APR 06 Description:
<br /> L C U L Sub•ect: PACIFIC CARWASH UNION 76 B CRH s4a North Mair,artghatn city utas.e4302 1 Dsecriptlon:PACIFIC CARWASH UNION 76 CANOPY Phone: City,Utah 84302 Ptl PACIFIC CARWASH UNION T6 CANOPY
<br /> STRUCTURAL C y Bro e: CIly,Utah 84302 phone: (4351734 9700
<br /> 346 Narttr Mrin Brr9ham City Utah x4302 � Phwne f435)734-9700 Fax(43x)734-Y'�19 ���a. (435)734-970 Scope: Structural Design of Fueling Canopy
<br /> Phmra(435)734-9700 Fax(435)TM-9510 Scope: Structural Design of Fueling Canopy Fax: (4351 ---
<br /> Building Descr: 35'x50'FUELING CANOPY Fax: (4351 7348619 nr.�� �W� `---�"-`- -
<br /> 35'X50' FUELING CANOPY Building Descr: 35'x50'FUELING CANOPY -�
<br /> . --- -- - - ---- --._ - --- ure.xv4e°Nra.v.saaroeezoa Multi-Span Steel Beam
<br /> Location: Stockton,California Location: Stockton,California Ua+t:KV-0WxrTkWr4RA.ro+o-tort Multi-Span Steel Beam �n: ,�eo�et�ncr,z""'""�ip6ok""' �
<br /> MVE #60248 I IanNr.lvo7eEiEncuc 6at4BLaney,-CMeklewGbWabn� "
<br /> CONTINUOUS PURLIN LAYOUT CONTINUOUS BEAM LAYOUT 1 Description Pudin Description Beam
<br /> Purlin Spacing= 9 ft --
<br /> CANOPY DESIGN P g 4 ft Left Cantilever= ]0 $ General Information Code Ref:AISC.91h ASD,1597 UBC,2W3 IBC,2003 NFPA 5000
<br /> Edge Distance E8ch Side 1 Bay(S) ]j ft General Information Code Ref:AISC 9th ASD,1997 UBC,2003 IBC,2003 NFPA 5000 - r rnaninri
<br /> � Fy-Yield Stress 50.00 ksi Load Duration Factor 1.00 010 LZ
<br /> DESIGN CRITERIA: y( )V 10 Fy-Yield Stress 50.00 ksi Load Duranoo Factor 1.00 000010000
<br /> V Spans Considered Continuous Over Supports �
<br /> Left Cantilever= Ri�lttCantile�=zr= l0 f� _ _ oa000000ao
<br /> 1 Ba S 30 ft MaxjnliSrY Tributary Width=' 25 ft Spans Considered Continuous Over Supports - - - - T
<br /> --- ---....__.-----_._�__..-_ .- - Span Information T -` 000000000�Q
<br /> Right Cantilever= 10 ft Pi(DL.)= 2.25 kip Span Information wee rrwwwAw�wsur■rwr o000000Daat!
<br /> PACIFIC CARWASH UNION 76 Dead Load 10 psf '
<br /> ]'] {x, q.i kip Description cr°Yrvn �arrKKw+n
<br /> 0.09 klf %)= p Description ewaruer m«aaw+n ankvn Span n 8.75 17.50 8.75 oao000000�p
<br /> Snow Load 0 psf w(DL)= PZ(;7L)_ ?.l� iti Span R 10.00 30 00 1000 Steel Section w2ox22 W2axx2 w30xxx 011 0000O001oR3I
<br /> W(LL)= 0.18 klf steal Section Wt_'d P-R.4 -f- End aFrxiryced Free F7 pill-ph Pin-Free ooao o o o o a o�i
<br /> Stockton, California Live Load 20 psf W 12x19 J':(LI,)= 4. 5 t tp End FixNp Free-Pin P,n-P;n free Unbraced Length fl T 4r75 9.00 4.75
<br /> From Page 4,Use Unbra Length ft 1.33 7.50 13.3 - - - - OOOOOOOOoolci
<br /> FromPrgeS,use VVI4,zz _ �.�. _ ..
<br /> LATERAL Loads
<br /> - re ^lar iuiiirnwuiinnnar.numunr.r.
<br /> CODE: 2001 CBC � �, ,w,w, � Live Load Used This Span? Yes Yes Yes 0000a00000Q
<br /> WIND Live Load Used This Span? Yes Yes Yes Point#t OL k 2.125 2.250 2.125
<br /> Cc= 1.13 COLUMN Dead Load klit 0.090 0.090 0.090 LL k 4.250 4.500 4.250 0000000000
<br /> Wind Speed{mph) 75 mph Exposure C 1 3 Column Specification: 16"Dia.x 114"PIPE Live Load k!ft 0.180 0.180 0.180 @X R 4.000 4-250 4.750
<br /> Seismic Zane 3 Importance Factor 1 Cq= _._
<br /> s= 16.4 psf Fy= 35 ksi j Resu Point#2 DL k 4,500
<br /> k 2-250
<br /> I I Length= 17.58 ft Mmax @ Cntr k-ft 0.00 16.87 0.00 @ x R 13:256
<br /> CANOPY SPECIFICATIONS: 1w_ _ 22.48 kip-ft
<br /> @ X= ft 0.00 15.00 O.DO ReSPftS
<br /> PW= 24.1 psf Moment at Base- P Max @ Left End k-ft: 0.00 -13.50 -13.50 -
<br /> 3 62 kip S(required)= 12.84 in3 Max @ Right End k-R -43 50 -13.50 0.00 Mmax @ Cntr k-R 0.00 0.00 0.00
<br /> Length 50 ft. Total Height of Canopy 19 ft, max. Total Base Shear(V}= P _ fb Actual psi 10,888 4 13,610 5 10,888.4 @ X= n 3.97 0.00 6.24
<br /> actual 50.78 in3 Max @ Lett End k-ft 0.00 -30.28 -30.28
<br /> SEISMIC (actual) Fb:Allowable psi 33,000.0 78,668.2 33,000.0
<br /> Width 35 ft. Number of Column Rows 2 Unity Check see Page 6 « 1.33 OK aen413 ,5 ea1Wing,70 err s<1.13 5 Max c Right End k-R .659.0 30.28 0.00
<br /> Fascia Height 3 ft, Number of Columns/Row 2 Ca= 2.2 rJ f g ) rv:Allow psi
<br /> 1,133,5 1,7o0.s 1,033.5 F Actual
<br /> 2 2 Fv:Allowable pat 20,000.0 20,000.0 20,006.0 psi 15,659.0 15,559.0 15,859.0
<br /> Canopy Clear Height 16 ft. R- -- -- _- - - Fb:Allowable psi ending .0 24,974.6 33,000.0
<br /> W= 17.50 kip ANCHOR BOLTS(AISC A-36) _ Sending 6 Sending 2, 65.5 eendiq Ok
<br /> Reactions&Deflections fv:Actual psi 2,615,8 2,785.5 2,611.8
<br /> ULT Total Base Shear(V)= 7.16 kip No,Bolts per Connection= 4 Fv Allowable psi 20,600.0 20,o0o.o 20,000.0
<br /> Shear @LeR k 000 4,05 2.70
<br /> APR 0 6 2006 _
<br /> ASD"total.Base Shear(V)= 5.1 i kip Diameter� 1.25 in Sneer @ Right k 2.70 4.os O.Do-
<br /> -
<br /> Mean Anchor Bolt S ac16 in Reactions.. Reactions&Deflections
<br /> Q�pFESSlQ�,q� p g- DL Left k 0.00 2.25 2.25
<br /> Sheaf @Left k 0.00 6.75 6.38
<br /> LL�Left 0.00 4.56 4.50 � Shear @Right k 6.38 6.75 0.00
<br /> ULT Lateral Load Ea.Column= 1.79 kip Total @ Left k 000 8.75 ]
<br /> �q�o E5 Reactions
<br /> e MQo `r�c� ASD Lateral Load Ea.Column= 1.28 kip Seismic DL @ Right k 2,25 2.25 0.00 �^
<br /> DL @LeR k 0.00 4.38 4.38 U J
<br /> Distance From Base= 17.58 ft ULT Connection Force W 1.79 kip LL @Right k 4.50 4.50 0.00 LL ot Le
<br /> 0.00 8.75 8.75
<br /> Canopy Supplied by: =""� � Foto!@Right k 6.75 6.75 O,flO Total @LeR k 0.00 13.13 13.13
<br /> FOOTINGS(per CBC 1806.8.2.2) ULT Overturning Moment= 31.47 kip-ft Max.Deflection in 0.454 0.894 0.4540.00
<br /> Kustom Kanopies, Inc. $} @X= n 0.00 15.00 1006 LL@Right k 4.36 4.38 000
<br /> Allowable Soil Pressure- 1504 psf ULT Tension(each bolt)= 11.80 kip Spanloeflec0on Ratio i 528.6 4029 5266 LL @Right k 675 8.75 0 00
<br /> 2765 Midland Dr. SLAT Cn1L4 4��Q Total @Right k 13.13 13.73 0.00
<br /> OP CAIt�Q Max.Vertical Column Load= 13.13 kip ULT Shear(each bolt)= 0.45 kip Max.Deflection m -0891 0.074 -0.591
<br /> Ogden, UT 84401 Square Footing ULT Tension(allowable)= 39.78 kip @ x= n 55.2 8 78 878
<br /> SpanlOenedion Ratio I 355.2 2,820.4 355.2
<br /> ER I R E S Length= 4 ft ULT Shear(allowable) 20,57 kip , `i ,!�. I/}
<br /> Width= 4 ft Unity Check= 0.32 OK MU_-. �_. z
<br /> Depth(
<br /> 3 4 2407 Req,D th see Pae 7 = .5 ft
<br /> Sri q g 4
<br /> ) o Actual Depth= 5.25 ft Wind <Structural Design by: q actual= 0
<br /> 1608 psf Connection Force= 0.91 kipn
<br /> q(allowable}= 2775 psf OK Overturning Moment= 15.91 kip-ft I= P f? �2 r ' Z �w
<br /> MOUNTAIN VIEW 5.97 ki `•/ �_
<br /> ENGINEERING, Optional Round Footing Tension(each bolt)= p _
<br /> 845 NN INin Brigham City INC.INUta64362 Diameter= 3.5 ft Shear(each bolt)W 0.23 kip
<br /> ki
<br /> Req.Depth(see Page 8)= 5.25 ft Tension(allowable)= 31.20 P , �
<br /> Actual Depth= 6.25 ft Shear(allowable)= 16.13 kip I
<br /> #6058 9 pages of Calculations q actual= 2303 psf Unity Check= 0.21 OK V , 1 Q
<br /> q(allowable)= 3075 psf OK 1 LL
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<br /> Mountain View Engineering,Inc. Tide:KK#60587S70CKTON,CA Job#60248 O
<br /> Title:KK M8058)STOCKTON,CA Job M 60248 Mountain View Engineering,Inc. Title:KK#60581STOCKTON,CA Job 069248 345 North Main Street,Suite A Dsgnr:CRH Date: 4:54PM. 5 APR 06
<br /> Mountain View Engineering,Inc. Mountain View Engineering,Inc. Title:KK#6o581STOCKTON,CA Jab#60246 Dsgnr:CRH Date: 4:53PM, 5 APR 06 Description:PACIFIC CARWASH UNION 76 CANOPY
<br /> Dsgnr:CRH Date: 4:53PM, 5 APR 06 g� Degnr:CRI{ Date: 4:53PM, 5 APR 06 Brigham City,Utah 84302
<br /> 345 North Main Street,Suite A 345 North Main Street,Suite A Description; 345 North Main Street,Suite A Description: CARWASri UNION 76 CANOPY
<br /> Description: CARWASH UNION 76 CANOPY f pti PACIFIC CARWASH UNION 76 CANOPY Brigham City,Utah 114302 Phone: (435)734.9700 scope: Structural Design of Fueling Canopy
<br /> Brigham City,Utah 84302 Brigham City,Utah 64302 Structural Design of Fueling Canopy Fax: (435)734-9519 _.--_ --- -. -------------
<br /> Phone: {4351 T34-9700 Scope: Structural Onsign of Fueling Canopy phone; (435)734.9700 Scope: Structural Design of Fueling Canopy Phone: (435)734-9700 Scope: - -_ -- - ---- -
<br /> - 519 __ �._-r-----�- Fax: (435)734.9519 _ -_... Fax: (435j 734-9519.--- _ -____._._..----.---- --_-.
<br /> Fuc-, (435)734•® Description ase a e and Anchor Solt g
<br /> _.nw-sector
<br /> !her KN�a8024T°,Ye.6 BA,tOrwe00e el Column Prate
<br /> _ .-.._-___-_.--____- .-_ - _ fepw3�ra.E"0'n..,r°saaw�. Ste mn Base
<br /> . ... ._ _--.._._.._. _.-� sa2racanvpq-Cirok.ww�ab ons
<br /> AW-965W Steel Column eeNeC.Wt'CtiakaenlYeJaws IKVDB°Z24r9,4a4tA.tOw-Zeal Pole OaC.mp,o»ox.wwz+
<br /> 51=M_ 1bet:xN 7s.v s,ea ro xan Pole Embedment in Soil coast cn.e+,..ow.c+ww."°^r I,lrtrasoee crExtntcs soswa. B Plate Design
<br /> -,al '2VWEMFHr:kCF�+Jrneai,°eaewt te)ee.}200°nuETeentc e:.We»�sw sdrw«.
<br /> Description Column Description Embedment Depth Description Embedment Depth
<br /> -- -- - -
<br /> ail:AISC
<br /> �.,.._-�--- --- General Information Code
<br /> Ron Length Ed ASO,1997 UBC,200316C,2003 NFPA 5000
<br /> -„� - Code Rei:1997 UBC 1806.8,2,1,2003 IBC 1895.7.2,2003 NFPA 500036.4.
<br /> General Ir1fDl7nitiOn Coda Ref:AISC 9th ASD,1997 UBC,2DO31BC,2003 NFPA 5000 _ ._._--..-....- Corte Ref:1997 UBC 1806.8.2.1,2003 IBC 1805,7.2,2003 NFPA 5000 36,4.3 General Information - Loads SteelSection
<br /> ti o Le p1800
<br /> Restrained General Information 150.00 F Applied Loads.,, 16.000 in
<br /> Steel Section P16X0.26 Fy 35.00 ksi X-X Sideswey: ABoiy Passive 15000 psf Applied Loads... Allow Passive P 1,280.00 lbs Axial Load 13.13 k
<br /> 1.330 Y•Y Sidasway.: Restrained si Point Load 1,280,00 lbs Max Passive 4,500.00 psf Point Load Section Width 16.400 in
<br /> Duration Factor Max Passive 1,500.00 p 77.583 R 4,330 d+stance from base 17-583 ft X-X Axis Moment 22.51 k-R Flange Thickness 0.656 in
<br /> 77.583 R Flask Modulus 29,000 90 ksi 1,330 distance from base Load duration factor
<br /> Column Height Kxx 2.100 Load duration factor Pole is Circular Web Thickness 0.65fi in ��� A��
<br /> End Fixity Fix-Free X-X Unbraeed 17.563 R Pole is Rectangular Distributed Load .000#IR Plate Dlmensians Allowable StressesD�'3
<br /> 17.583 ft Kyy 2100 48.000 in Distributed Load 0.00#!ft Diameter 42.000 in 3 000 R Plate Len Sh 21.000 inal
<br /> Live&Short Tenn Loads Combined Y-Y Unbraced _ -- Width 3.000 R distance to top Plate Thickndthess
<br /> 21,000 in AltBaserPlate F ete fc 2 5�0 psi
<br /> -------��-J-"---"� Surface distance to fop t2estrained @Surface 0.000 ft
<br /> -_ ---- Restrained @ 0.000 R distance to bottom 36.00 ksi �'�, �� �� ^
<br /> Loads distance to bottom Plate Thickness 1.000 Y `."
<br /> -- -� - Load Duration Factor 1.330
<br /> Axial Load... 7-000 in Summary �� Summary Support Pler Size Anchor Bolt Data r y
<br /> Dead Load 4-38 k Err.for X-X AXIS Moments Pier Length 48.000 In �f
<br /> 8.75 k Ecc.for Y-Y Axis Moments 1.iXm0 In Moments @Surface... Dist.from Plate Edge 2.500 k
<br /> Live Load 22,506.24 R-# Pier Width 40.000 in Bolt Count per Siide 2 C-�
<br /> Moments Surface... Total Moment is f
<br /> Snort Term Load k 22,506.24 R# Total Moment 22,506.24 ft4F Point load 22,50624 ft-# Tension Capacity 31.200 k
<br /> DL LL .`�T Pain!load 1,280.00 lbs 8,00 Total Lateral 7,280,40 lbs
<br /> Point lateral Loads... 1.2110 k 17.583 ft Distributed load 0.00 Total Lateral Distributed load Bolt Area 1.227 inP
<br /> Along Y-Y(strong axis moments) k ft -- � ..._.-__m. _....-� -� � T -�
<br /> Along x-X(y Moments) With Surface Restraint... With Surface Restraint... Summary Baseptate OK
<br /> 4.5DD ft Req'd Depth 6.250 n
<br /> --- - Column Design DK Req'd Depth �*�
<br /> Summary Pressure @Base.., Concrete Bearing Stress Bearing Stress OK
<br /> Pressure @ Base.., 1,028.42 psf Actual Bearing Stress 251.6 psi
<br /> Section:P16X0,25, Height= 17.5811,Axial Loads: DL= 4,38, LL= 8,75, ST= 0 ook, Eco.= 1.oU0in Actual 877.20 psf Actual partial Bearing:Bolts in Tension O
<br /> ,� Y-Y= 17.5611 Allowable 1,028.42 psf Allow par ACI318-95,A3.1
<br /> Unbramd Le the X-X= 17.58n, DL+LL L+ST+ LL it Chosen Allowable 87720 psf =D.3'r'c"Sqr#{-921-91 J`LDF 1,995.0 psi
<br /> Combined Stress Ratios Dee Liv-a 6,529.50 Ins -.� f_
<br /> Surface Restraint Force - 7p41.39 lbs Surface Restraint Farce , Allow per AISC J9 2,327.5 psi
<br /> AISC Formula H1-1 - ..-.._---.- -- -
<br /> AISC Formula Ht-2 � �J Plate Bending Stress Thickness OK
<br /> 0.0299 0.0598 0.6896 0.2237 Actual Po 6,664.3 psi
<br /> AISC Formula H1-3 Max Allow Plate Fb 35,910.0 psi
<br /> ..--- -- Tension Bolt Force Bolt Tension OK
<br /> XX Axis:Fa Calc'd per Eq.E2.1,K•Ur<Cc Al
<br /> J1L'At�la Fa cal�par E . 1s:�- _-------------_--__"-" �� Allowable
<br /> Tension 4.665 k
<br /> 31,2oD k 131E a DEMICHP110N • [)ATE
<br /> (Stresses
<br /> Dead Live
<br /> Allowable&Actual Stresses 15.34 ksi 15.34 ksi 20.40 ksi
<br /> Fa.Allowable 15.34 ksi 1 113 ksi
<br /> fa Actual
<br /> 0.34 ksi 0.69 ksi 9.03 ksi
<br /> Fb:xx:Allow[F1.61 23.10 ksi
<br /> 23.10 Its! 23.10 ksi 30.72 ksi
<br /> 23.10 ksi 23.10 ksi 30.72 ksi
<br /> Fb:xx'.Allow[Ft-7]&[Fi-6] 23.10 ksi 5.p6 ksi
<br /> Po,xx Actual
<br /> 0.09 ksi 0.17 ksi 0.26 ksi
<br /> 23 10 ksi 23.10 ksi 30-72 ksi
<br /> Fb:yy:AHow[F1.6] 23.10 kat
<br /> Fb:yy Allow[Ft-71&[Ft-61 23,10 ksi 23.10 ksi 23,10 ksi 30.72 ksi •
<br /> PoYY Actual 0.09 ksi 017 ksi 0.26 ksi 0.26 ksi • •
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<br /> Date' 4 -4- 2006
<br /> SCBle: NON E
<br /> CANOPY
<br /> STRUCTURAL
<br /> CALCULATIONS
<br /> S-1
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