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HomeMy WebLinkAboutMiscellaneous APPLICANT 1/13/2009 ..1\ ., " " .&.C~ ZBINDEN. CARTER. SOUDERS E N GIN E E R I N G:i DUTCH BROS. COFFEE STAND Date Recei,ved: 1/ /3/0Q Il Planner:, Ll> ~~ / %4-- PRE-FAB. UNIT FOUNDATION DESIGN. . . 4211 Main St. Springfield, OR Ron Th ienes ARCHITECT . STRUCTURAL CALCULATIONS PREPARED BY: SYLAS E. ALLEN, P.E. .... IExpiration Date fZ/OtJ . 1/08/09 JOB NUMBER G"0l81 '09 Klamath Falls . Bend . Portland . Grants Pass 550 5W 6'" 5treet, Suite C, Grants Pass, OR 97526 . P 541.479.38'65.. F 541.479.3870 1 '" Location: Category II building: Seismic Design Category: Base Shear: Wind speed: Exposure: Frost depth:. Soil bearing capacity: Snow load: Roof dead load: Floor dead load: Wall dead load: Floor live load: T"'ENGiNEERi~:c;k Design Criteria State of Oregon (within the design criteria below) Importance Factors 1.0(e), 1.0(s) & 1.0(w) .D 5s = 0.966g 51 = 0.478g SDS = 0.717 SDl = 0.485 6.9k(Cs: 0.478) (R: 1.5) , 100 mph (or 25 mph) ( Kzt = 1.25 Kd = 0.85 G= 0.85 GCpi = +0.18 24" (assumed) 1 200psf (assumed) 70psf 20psf 20psf 10psf 50psf ., Date Receiv""" } p ...... lannel'; , u> sfr ,'~, ~ OV4- 550 SW 6'" Street, Suite C, Grants Pass, OR 97526 . 'p 541.479.3865 . F 541.479.3870 Klamath Falls . Bend . Portland . Grants Pass 2 ,. l Rev: 580000 User: KW-0604512, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Softwarl"i! Description FTG, A I General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined r6 Fy Concrete Weight Overburden Weight I loads . Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term [ Applied Shears... Dead Load Live load Short Term " "'~j Summary _w.,~. 2.50ft x 2.50ft Footing, Max Soil Pressure Allowable "X' Ecc, of Resultant "Y' Ecc, of Resultant X-X Min. Stability Ratio y-y Min, Stability Ratio I Footing Design Title: Dsgnr: Description: Scope: General Footing Analysis ~ Design 1,200,0 pst 1.330 4 2,500,0 psi 60,000,0 psi 145,00 pef 0,00 pst Job# , Oate: 834AM, 23 DEC 08 .____"","...,.,.::,A;~~~:::::';.;~~~'.:i~,;:J Code Ret ACI 318-02, 1B97 UBC, 2~.~,,~~~....:~~.:~~~,~..~~~~J Dimensions.... Width along X-X Axis Lengthalon9 Y.Y Axis Footing Thickness Col Dim. Along X-X Axis Col Dim. Along y.y Axis Base Pedestal Height Min Steel % Rebar Center To Edge Distance 2,500 ft 2,500 ff 12,00 in 8.00 in 8.00 in 24,000 in 0,0014 3.50 in ~ ~",.J ,..ecc along X-XAxjs ...eCG along Y-Y Axis 0.500 k 0.700 k 3.500 k Creates. Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ff k-ft Creates Rotation about Y-Y Axis (pressures @ leff & right) k k k O,OaD,in 0,000 in Creates Rotation about X-X Axis (pressures @top & bot) k-ft k-ff k-ff . Creates Rotation about X-X Axis . (pressures @ top & bot) k k k 12,Oin Thick, wi Column Support 8.00 x 8,00in x 24,Oin high Footing Design OK DL +LL DL +LL +ST Actual Allowable 357,6 917.6 pst Max Mu 0.442 1,200,0 1.596,0 pst Required.Steel Area 0,259 0.000 in 0,000 in Shear Stresses.. Vu Vn * Phi 0,000 in 0,000 In 1-Way 2,517 85,000 psi. No Overturning 1,500 :1 2-Way 8,059 170,000 psi No Overturning Shear Forces Two~Way Shear One-Way Shears... Vu @ Leff Vu @ Right Vu @Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom ACIC-1 2,54 psi 0,83 psi 0,83 psi 0,83psi 0,83 pSI ACIC-1 0,14 k-ff 0,14k-ff 0.14 k-ft 0,14k-ff ACI C-2 8,06 psi 2,52 psi 2,52 psi 2,52 psi 2,52psi ACI C-2 9.44 k-ft 0.44 k-ft 0.44k-ft 0.44k-ft J ACI C-3 6,55 psi Vn * Phi , 170.00 psi 2,04 psi 2,04 psi 2,04 psi 2,04 psi ACI C-3 0,36 k-ff 0,36 k-ft ()36 k-ft . 0,36 k-ft 85,00 psi 85:00 psi 85.00 psi 85.00 psi Ru I Phi 68psi 6,8 pSI 6,8 psi 6,8 psi As Reo'd 0.26 in2 per ft 0,26 in2 per ft '0,26 in2 per ft 0,26 in2 per ft Date Received: Plslnner. l1> ~ Rev: 580000 User; KW-0604512, Ver 5,80, 1~DeC-2003 (c)19B3-2D03 ENERCALC Engineering Software Title.: D5gnr: Description: Scope: Job# Date: 8:34AM, 23 DEC 08 ^",";u "~"..........;.."'...., ....,.. '""'''. .. ...,_,. """",~"'_"'''"'''"'_ " "." .._ General Footing Analysis'& Design Page 2 CALCS.ECW:Calculations Description FTG. A I Soil Pressure Summary 1- Service Load Soil Pressures DL + LL DL + LL +ST Factored Load Soil Pressures ACI Eq, C-1 534,27 ACi Eq, C-2 1,255,80 ACI Eq, C-3 . 988,50 I ACi'Factors (per ACI318-02, applied internally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C"2 Group Factor ,ACt C-1 & C-2 LL 1,700, ACI C-3 Dead Load Factor ACI C-1 & C-2 ST 1,700 ACI C.3 Short Term Factor ....seismic==ST":. 1.100 Left 357,82 917.82 Right 357 82 917,62 534,27 1,255,80 986,6D Top 357.62 917,62 Bottom 357,62 pst 917,62 pst 534,27 1,255,80 986,50 534,27 pst 1,255,80 pst 986,50 pst 0,750 0,900 1,300 Add"l "1..4" Factor for SeismiC Add"l "O,g" Factor for Seismic J 1.400 0,900 Date Received: . Planner. Lt>