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NMOUNTAIN VIEW <br />ENGINEERING, INC. Slob: <br />345 North Main Brigham City Utah 84302 <br />Phone (435) 734-9700 Fax (435) 734-9519 <br />Building Descr: 24'x138' FUELING CANOPY <br />Location: Stockton, California <br />CONTINUOUS PURLIN LAYOUT <br />Purlin Spacing = <br />9 <br />ft <br />Edge Distance Each Side = <br />3 <br />ft <br />Left Cantilever = <br />16 <br />ft <br />- Bay(s) @ <br />- <br />ft <br />Right Cantilever = <br />10 <br />ft <br />w (DL) = <br />0.090 <br />klf <br />w (LL) = <br />0.180 <br />klf <br />From Page 4, Use <br />W10x22 <br />LATERAL <br />Req. Depth (see Page 7) = <br />4.26 <br />Ce= <br />1.13 <br />R = <br />Cq = <br />1.3 <br />33.12 kip <br />qs = <br />12.6 <br />psf <br />Iw = <br />1 <br />1500 <br />Pw = <br />18.51 <br />psf <br />Total Base Shear (V) = <br />8.95 <br />kip <br />cFrcrArr <br />Length = <br />4 <br />Ca = <br />0.44 <br />R = <br />2.2 <br />W = <br />33.12 kip <br />ULT Total Base Shear (V) = <br />16.56 kip <br />ASD Total Base Shear (V) = <br />11.83 kip <br />ULT Lateral Load Ea. Column = <br />1.66 <br />kip <br />ASD Lateral Load Ea. Column = <br />1.18 <br />kip <br />Distance From Base = <br />17.29 <br />ft <br />FOOTINGS (per UBC 1806.8.2.2) <br />Allowable Soil Pressure = <br />1500 <br />psf <br />Max. Vertical Column Load = <br />9.36 <br />kip <br />Square Footing <br />PI (LL) = <br />6.42 <br />Length = <br />4 <br />ft <br />Width = <br />4 <br />ft <br />Req. Depth (see Page 7) = <br />4.26 <br />ft <br />Actual Depth = <br />5.25 <br />ft <br />q actual = <br />1373 <br />psf <br />q (allowable) = <br />2775 <br />psf <br />Optional Round Footing <br />kip <br />Tension (allowable) = <br />Diameter = <br />3.5 <br />ft <br />Req. Depth (see Page 8) = <br />4.99 <br />ft <br />Actual Depth = <br />5.75 <br />ft <br />q actual = <br />1836 <br />psf <br />q (allowable) = <br />2925 <br />psf <br />MVE #40022 Kustom Kant., -.as, Inc. #5079 <br />FOOD 4 LESS FUELING CANOPY ADDITION <br />Page: <br />2 <br />Date: <br />01/12/04 <br />By: <br />CRH <br />CONTINUOUS BEAM LAYOUT <br />Left Cantilever = <br />8 <br />ft <br />1 Bay(s) @ <br />8 <br />ft <br />Right Cantilever = <br />8 <br />ft <br />Maximum Tributary Width = <br />33 <br />ft <br />PI (DL) = <br />3.21 <br />kip <br />PI (LL) = <br />6.42 <br />kip <br />P2 (DL) = <br />2.68 <br />kip <br />P2 (LL) = <br />5.35 <br />kip <br />From Page 5, Use <br />W10x22 <br />1.18 <br />COLUMN <br />Column Specification: 10x10x1/4 Tube <br />Fy = <br />46 <br />ksi <br />Length = <br />17.29 <br />ft <br />Moment at Base = <br />20.45 <br />kip -ft <br />S (required) = <br />8.893 <br />in3 <br />S (actual) = <br />30.1 <br />in3 <br />Unity Check (see Page 6) << <br />1.33 <br />OK <br />ANCHOR BOLTS (RISC A-36) <br />No. Bolts per Connection = 4 <br />Diameter = 1.25 in <br />Mean Anchor Bolt Spacing = 16 in <br />Seismic <br />ULT Connection Force = <br />3.31 <br />kip <br />ULT Overturning Moment = <br />57.3 <br />kip -ft <br />ULT Tension (each bolt) = <br />21.5 <br />kip <br />ULT Shear (each bolt) = <br />0.83 <br />kip <br />ULT Tension (allowable) = <br />39.78 <br />kip <br />ULT Shear (allowable) = <br />20.57 <br />kip <br />Unity Check = <br />0.58 <br />OK <br />Wind <br />Connection Force = <br />1.18 <br />kip <br />OK Overturning Moment = <br />20.45 <br />kip -ft <br />Tension (each bolt) = <br />7.67 <br />kip <br />Shear (each bolt) = <br />0.30 <br />kip <br />Tension (allowable) = <br />31.20 <br />kip <br />Shear (allowable) = <br />16.13 <br />kip <br />Unity Check = <br />0.26 <br />OK <br />OK <br />