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Home My WebLink AboutDESIGN CALCS - 99-00004 - Valley Wide - CanopyDesign Calculations structural Steel Canopy Valley Co=op Cenex Station Rexburg-, Idaho Supplied by: Kustom Kanopies, Inc. 2789 Midland Dr. Ogden, UT 84401 z Designed by.. Mountain View Engineering, Inc. P.O. Box 839 Brigham City, UT 84302 James O. Moore, P.E. PR '04 5 pages of calculations APPROVED .WAG TIE 0 Mountain View Engineering Page: P.O. Box 839, Brigham City, Utah 84302 Date. Phone (435)734-9700 Fax. (435)734-95'!9 By: Job: Subject: DESIGN CRITERIA SL - DL = Seismic bane = Wind Speed Exposure = Kustom Kanopies #2258 Delius Yarber (Valley Co -"op) Cenex Station, Rexburg, ID CANOPY DIMENSIONS Length = Width = Fascia Height Canopy Clear Height Tatar Height of Canopy = Number of Column Rows Number of Columns/Row LATERAL Wind Ce = Cq = qS iW �- Pw = Total Base Shear (V) Seismic Ca W ULT Total Base Shear (1/) = ASD Total Base Shear {V} ULT Lateral Load Each Column }SSU Late'ral Lead Each Column Distance From Base FOOTINGS (per UBC 18.8.2.2) Allowable Soil Pressure Max. Vertical Column load = Existing Length Existing Width Req., Depth (see ENERCALC) Actual Depth = q (actual) = q (allowable) 1500 psf CONTINUOUS PURLiN LAYOUT kip 4.5 35 psf Purlin Spacing = 6.67 ft 10 psf Edge Distance Each Side = 2 ft 3 Left Cantilever = 9 ft SQ mph 1 Bay(s) @ 18 ft C Right Cantilever = g ft w (DL) = 0.067 k1f w (LL) = 0-233 k1f 36 ft From Page 3, Use WSxl 5 24 ft 3.5 ft CONTINUOUS BEAM LAYOUT 15 ft Left Cantilever = 12 ft 18.5 ft 0 Bay(s) @ 0 ft 1 Right Cantilever = 12 ft 2 Maximum Tributary Width = 18.00 ft pl (DL) = 1.21 kip pl (LL) = 4.19 kip p2 (DL) = b.97 kip 1.13 p2 (LL) = 3.35 kip 1.3 From Page 4, Use W14x22 16.4 psf 1 COLUMN 24.09 psf Column Specification: 10"x'10"x1 /4" Tube 3.04 kip. Fy = 46 ksi Length = 16.75 ft Moment at Base = 36.09 kip -K' D.36 S (required) = 15-619 in^3 2.9 S (actual) = 30.1 in A 3 16.2 kap Unity Check (See Pages 6&7) = 0.77 OK 6.Q3 kip 4.31 kip ANCHOR BOLTS (AISC A-36) Diameter= i.00 in 3.02 kip Use existing (4) bolts and add (4) additional bolts 2.15 kip epoxied in place between existing bolts. See 16.75 fl pages 8 & 9. 1500 psf 19.44 kip 4.5 ft 4.5 ft 4.61 ft 6.50 ft 1935 psf 3150 psf _41 ZE, 19t "AAkllh EIYCiIlYEERIlNG, INC* P.O. Box 839 *Brigham Ciry, Utah 84302 Phone (435) 734-9700 e Fax. (435) 734--9719 Job KK �/frGG.f}� Subject L/k 60010p. I'D .1 i N N Page.�� Date MOUNTAIN VIEW ENGINEERING, INC. P.O. Box 839 Brigham City, Utah 84302 Phone (801)'734-9700 Fax (801) 734-9519 U R10 -r. 51CM1 Description Purl'in F e r Title: Fueling Canopy Job # 2258 Dsgnr. Paul Date; 11:57AM, 2 DEC 98 Descripfw a r (Valley -off) -Cenex Rexburg, Idaho Scope . Multi -Span Steel Beam F - Yield mess 50.00 ksj Load Duration Factor . 1.00 Spam Considered Continuous Over Supports Span Information Loads Live Load Used This Span ? Yes Yes Yes Dead Load k/ft 1 0.067 _067 0.067 Live Load''ff l 0.233 0.233 0.233 F&. -3 Results -� Mrnax r[b Critr QX= Max Gda Left Encs Max @ Right Encs #b :Awa! Fb : AJIo►nrable fv AcNal Fv AJfowab A. ft ftp T PSI psi psi Reactions & Deflections Shear @ Left Shear @ Right Reactions.,_ DL a Left LL @ i.e€t Total (§ Lift DL @ Right LL @ Right Total Q Right Max. aeflecton @ X = SpanlDeflec#ion Rato r P7- dm� .9, (LL) A;.- 0.00 0.00 0.00 -12.15 12,317.1 33,000.0 Se*di" 11,358.9 X1,000.0 kear O 0.00 9.00 -12_-5 -12.15 129317.1 1 *327 , Sead7mq O 1 1358.9 1000.0 hewn O _00 0,00 -12.1 0.00 127317.1 33 oowo Btading OK 19358.9 0,7000.0 t*r O 0.00 2.70 2.70 kj 2.70 2.70 0.00 0.00 1..21 1.21 kj 0.00 4.19 4,19 0.00 5A0 5.40 1.1 1,21 0.00 4.19 4.1 0.00 5.40 5.40 0.00. j-0-713 0.1 02 10.71 f 9.00 9.00 + 151.5 1120_9 151.5 I coo 1983-98 ENERCALC c:\98project\kkanopiesVexburgcenex:Calculat IOW -0602479, Ver 5.0.5,15 -Mar -1 998, W Span 1 &OG 9.00 Sal Simon w8Z 15 W$x15 WOZ15. End Fbdty Fret -Pin pin -pi -ft Pin -Fret Untraced Lente ft 1.00 9.00 1.00 Loads Live Load Used This Span ? Yes Yes Yes Dead Load k/ft 1 0.067 _067 0.067 Live Load''ff l 0.233 0.233 0.233 F&. -3 Results -� Mrnax r[b Critr QX= Max Gda Left Encs Max @ Right Encs #b :Awa! Fb : AJIo►nrable fv AcNal Fv AJfowab A. ft ftp T PSI psi psi Reactions & Deflections Shear @ Left Shear @ Right Reactions.,_ DL a Left LL @ i.e€t Total (§ Lift DL @ Right LL @ Right Total Q Right Max. aeflecton @ X = SpanlDeflec#ion Rato r P7- dm� .9, (LL) A;.- 0.00 0.00 0.00 -12.15 12,317.1 33,000.0 Se*di" 11,358.9 X1,000.0 kear O 0.00 9.00 -12_-5 -12.15 129317.1 1 *327 , Sead7mq O 1 1358.9 1000.0 hewn O _00 0,00 -12.1 0.00 127317.1 33 oowo Btading OK 19358.9 0,7000.0 t*r O 0.00 2.70 2.70 kj 2.70 2.70 0.00 0.00 1..21 1.21 kj 0.00 4.19 4,19 0.00 5A0 5.40 1.1 1,21 0.00 4.19 4.1 0.00 5.40 5.40 0.00. j-0-713 0.1 02 10.71 f 9.00 9.00 + 151.5 1120_9 151.5 I coo 1983-98 ENERCALC c:\98project\kkanopiesVexburgcenex:Calculat IOW -0602479, Ver 5.0.5,15 -Mar -1 998, W MOUNTAIN VIEW ENGINEERING, INC. P.O. Box 839 Brigham City, Utah 84302 Tide: Fueling Canopy Job 258 Paul Date; 11: 54 Description � Deffus Yarber (Valley Co-op) n Rexburg, Idaho Phone (801) 734-970D Scope fax (801) 734-9519 qcr: SS6d07 Steel Beam Design Descniption.9 & Beam Gia Steel SecHon : VI['t 4X.22 Center Span 12.00 ft Left Cant, 0-00 ft Right Cant 0-00 Lu F Untraced Lente 6.67 ft ' Point Loads s Dead Load Live Load Short Farm Location Summary 1,210 0.970. 4.190 3.350 3.330 10.000 y End b* � Fixed -Free, Lu = 6.67ft, LD F 7 1.000 —Actual Moment fb : Bending Suess Shear Shear Stress fv IF Force & Stress Summary Fixed -Free 1 � 1 -ft 25.346 ksi 0.952 :1 9.720 3.0 76 I 0.154 LL & ST Act Together Allowable fi4_291 k -ft 26.634 ksi F Load Duration Factor Elastic Modulus 1.00 29,000.Oksi _.._. Beam OK Max_ Deflection Length/DL Deft E.ength!(DL+LL Deft) -0.658 i 1 p 949.4 : o: 437.,6 : 1 These columns are Dead + Live Loyd placed as noted — Fa l:d per 1o,, C (c) 1983-98 ENERCALC ;prj1aiUTe:alult -0602479 r Ver 5.0.5# 15-M ar- 1 r Win 32 CSL LL LL+ST LL LL+T Maximum Center �LCenter_ Cants nts Max. M + 61.18 k -ft -f t Max. M - -13.73 -61-18 Max. M @ Left k -ft Max.. M @ Right Shear g .eft 9.72 k 2.18. Shear (§ Right k k Center Deft. -0.658 in -0.148 -0.658 -0.658 0.000 0.000 in Left Cant DO 0'. 000 in 0,000 0.000 0.00 0.000 0.000 in Right Cant DO 0.000 in 0-000 0.000 0.000 0.000 0.000 in :._Query Deft (M 0_ 0.000 0.000 0.000 0-000 0.000 in Reaction @ Left 9.72 2AS 912 972. Reaction ( Rt Fa l:d per 1o,, C (c) 1983-98 ENERCALC ;prj1aiUTe:alult -0602479 r Ver 5.0.5# 15-M ar- 1 r Win 32 MOUNTAIN VIEW ENGINEERING., INC., P.O. Box 839 Brigham City, Utah 84302 Tim 4 Fuefinancpy ]Dsgnr: Paul Job b It a + # 26 ` D EC 9 rion _ H er (Valley p) Cane Rexburg, Idaho Phone (801)'734-9700 scope: Fax (801) 734-9519 Pole Embedment in Soil Description Embed Depth General Info ation Aflow Passi'v'e Max Passive Load duration factor Pole. is Rectangular Width Restrained Q Surface Summary 150.00 pcf 1500, 00 PCf 1.330 Moments @ Surface,,., Point load 50t585.00 ft-# itut load 0.00 Without Surface Restraint... Required Depth 0.000 t Press @ 1.13 Embed.... Actual 0.00 int Allowable 0. 0 0 psi Applied Loads... Point Load distance from base Dista bated Load dJstance to top distant to bottom Total Moment Total Lateral With Surface j"t., iDepth Pressure g Base... Adel Allowable Surface Restraint Force lbs 16.750 ft 0 0.000 ft .00th ft 585. 3,020.00 lbs 5.347 ft f 1}066.68 psi 13,431.38 lbs 1983-98 AL-.� pro \ a n o i u r cww l ul t 0 4 _r �- --- MOUNTA VIIEW ENGMERING INC. Y.U� Box 83!�' Brigham Ciry, Utah 84JO2 Phone (435) 734-97017 -v Fax- (435) 734-95190 CDLUMniS P�ieat�rY = t - 1 4-0 � 4 - 9 � i el I f 1144 4-- K FT SOW k. pop 11�44 LX- C.yt Lc Jib_h� �'_ t� -Bob. Subject, G,q-S &.4 P",V-t 145, 1 L I,-- 1) -� s *+- x{33, 1 Pz��, r 44 :� 7, 1 i J 7` A�LL CR4 9-(z L.a+,4-p X65 Bja" tom.`( RNs?GLT/oni i Date. By-'a4�-4 -.I.. CAST—UTIL 1 TY Bv, CAST I NCv 0 : � 9 : . ' ' AGE3% -1 * I M E SUMMARY OF THE 'INPUT NFO T I TYPE OF THE PROBLEM m AISC CODEK FOR T 10 ' * Cb Yield i5ng Stress L 1 �. * Cm x (Fo r m tsl a 1. 6— 1 is 46 KS 1. Maximum Axial member. Force —19. 44 KIP Effective Length in major axis 201 1 NCH EffectJLve Length Fac Effective Le i r axis L.0 I I 1'4 -CH Effective Length Factor(minor) 2m Maximum AX 'is Bsnd ing Moment 4 3 %*3 1. KIP -INCH n y� ced Length (Comp. flange) 20 1 1 NCH Maximijm Minor AxI5 BeTid ,no MoffleD4- 0 KIP—INCH Shear act ing in I oc_-al Y 0 KIPS Shear acting in local X MS 141 KIP Factor of Safty (for membev--- sizing) ; 1 * Cb (Section F1.3) L 1 �. * Cm x (Fo r m tsl a 1. 6— 1 is * Cmy (Formula 1. 6-1a) member. * The web n L 1 flange this L b a rte.. j_W i UUS l. connected. * This is not a Hyby-%id member. N 3f• # 3F # �3F •� �4• � 3F �E �F �)f- � � �if- � -� # -iE� �E° 3i� -3� -�F -k� '�r � �F �i�- � � -3� if- iE� # �iE �F -}E �4- iF• -3� iF �E � �E--3E � -li� -3�F �F � �ii-3E �3i� � �3E�3#� �f° # �E # SECTION TO LSE CHECKED TSIOXIOXI/4 �--��•��-�-�-��-��€�-��-��-�-�-��a€�a��a��a�at-��-�a��-�-��a�a��-�-��-sic-�-�� ***** SUMMARY ***** ECT ION TSIOX10XI/4 2. 0 2 _77 Fbx .4,r 0 INTERACTION FORMULA 14.389 F6y 27.600 Fby- allow RAT I 0 a 0 .0 05001 x. 7717 r.u.. -box 839 * Drignam City, .jraj 843u.L Phone (435) 754-9700 0 Fax. (435) 734-9519 pis t 60A) �- Tp- - " 6H& �, -r 4 m Subject `7 &OV5 6,0 Aote 0 tm s�c-rcon< � `1�3. z UW_= 5H, CW Zp '. FS.4: 34w E�x-7s 46 L � 8ac is Q = '�� I�z � d. 7S5 /n!y lop,, lop, 11571.1111V /< 44v i Page Date /2'2"�f� gy F4 __ W-1 mow �A'7 AAPIA F os, cc' 21 A „tri �1►67`��'� 1�V i�l.S��, 2 JIB`' �i�i P��SSlc�r1.: c� 1, vS k F Ir VLj �15�= o• 757 C. 7g OWL - A -1) D 4# 7k —LOP OAr-,l 1-bri 44 64 (op4 K. 5'"`Z��sB�o�s�� 3��5 k C�,si k Z ' A -,DD 17-1 O&J,+t, ApEofto RL, 0' 7- JIM F�4 FT ,;7 MOUNT-ALlN VIEW If `1 NCe P.O. BCity, ox 839 a Brigham Utah 8,4302 * FaX. 4 Phone (435) �3�-9?4(�(435") 73 "-9519 .4 VOW, M- Olt 6 v��T— JeA/ 7AN-s: 1,0W Py eArm. fD �} �X�S'�IN� BO L`� 71wstoov �z) 8oL'tS .ALT 115-S�tM� qwmp 13+ t(L� ;/.4t,�.5 Y ca -o P OF R , jFv4 v ---r G s re-f-%rQ �F PTl-f� siv it -Cm I-, Z� I ::rl q I LA ezl irs: al 0 Page .Cf .R,v Date I��'� By--�FAU-- SSc-tuv./ -7p-,WA&AT-s�b 12, A00vZ �t c�� = O,Gs ��.o�i`�)��1/� 2sao = 50.83 1Gsl � Pic-y�.,�'` wpm O,loS �j�/c. - ��o�i.?�yS'��f-o� 3t:o�� 3t pr pol qw k -I.-