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HomeMy WebLinkAbout1707 S C St - Engineering TEcHNICAL Permit 134 Address s i Project description Vo le Bu 1d 'no Date the permit was finaled t21 Number of technical pages WAMBEKE ENGINEERING 2913 East 61s Court Daniel Wambeke, P. E. Spokane, WA 99223 Telephone: 509 443 -6186 Fax: 509 448 -6582 dwambeke @msn.com STRUCTURAL DESIGN CALCULATIONS FOR 34' X 48' X 16' CLEAR HEIGHT POST FRAME BUILDING FOR PORT ANGELES MAINTENANCE FACILITY 1707 SOUTH C STREET PORT ANGELES, WASHINGTON 98363 PREPARED FOR WS DOT MAINTENANCE OPERATIONS OFFICE OLYMPIA, WASHINGTON Fit November 20, 2011 CITY OF PORT ANGELES Construction Plans The issuance of this permit based upon these plans, specifi- V L ,4? cations and other data shall not prevent the building official 1 O F IAs. from thereafter requiring the correction of errors in said 4, plans, specifications and other data, or from preventing 1> :0 building operations being carried on thereunder when in violation of all codes and oral inces of this jurisdiction. s Approval Date 1 1 By it 1Q 8067 N Designer of Small Structures, Post Frame Buildings, Foundations, Light Gauge Steel Framing and Grain Storage Systems Daniel Wambeke, P.E. Page 1 11/20/2011 SEISMIC LOAD VERSUS WIND LOAD DESIGN FOR BUILDING 34' x 48' x 16' Clear Height Post Frame Building for WA State Department of Transportation Sand Shed, Port Angeles, WA Span 34 WIND SPEED, MPH 100 Building Length 48 IBC EXPOSURE C Wall Height 16:5 Seismic Use Group I! Roof Live Load 25 PSF Seismic Design Category D Eave Overhang (ft.) 0 Gable End Overhang (ft.) 0 Roof Pitch 4 :12 Number Bays in Building 6 WIND LOADS ON BUILDING Middle Areas Wind Load p= AK p Design Wind Pressure, PSF A Building Height Exposure Adjust. Factor 1.21 ASCE7 -05 Figure 6 -3 K Topographic Factor mean roof height, h 1.00 ASCE7 -05 Figure 6 -2 I Importance Factor :::1:00 ASCE7 -05 Table 6 -2 Ps30 Wind Pressure 14 60 PSF ASCE7 -05 Figure 6 -2 Ps30 Wind Pressure 10.00 PSF ASCE7 -05 Figure 6 -2 Ps30 Wind Pressure 14:60 PSF ASCE7 -05 Figure 6 -2 p (PSF) 17.67 Walls p (PSF) 12.10 Roof p (PSF) 17.67 Endwalls ''�y 1- W i A d WIND LOADS ON BUILDING Corner Zones 4+; A4 OF WAS fi 1 11, Corner Zone defined as 10% of least horizontal direction each corner moo/+ K Wind Load p A I Ps30 ,F Ps30 Wind Pressure 22:00 PSF is Ps30 Wind Pressure 10:00 PSF o �80 W ind Pressure 22:00 PSF Ps30 ,,cc��: p (PSF) 26.62 Walls y sioNpl,t i p (PSF) 12.10 Roof p (PSF) 26.62 Endwalls Total Wind Load on Side of Building Fw Length x Wall Height/2 x p 9785 Total Wind Load on Roof Side Fwr Length x Roof Rise x p 4265 Total Wind Load on Side of Building Fw Fwr 14050 Wind Loads on End of Building Few 12790 Seismic.IBC2009- D100.WA DOT.xls Daniel Wambeke, P.E. Page 2 11/20/2011 Seismic Base Shear V F Sps W/R where F 1.0 for One Story Building T S 1.456 Sips Design elastic response accelerations at short period 0.971 From IBC disk (see attached page) Coefficient R 7 ASCE7 -05 Table 12.14 -1 Building Dead Load W (Ib.) 6 Roof Dead Load (Ib.) 9792 20% of Roof Live Load (If over 30 PSF) (Ib.) 0 Wall Dead Load (Ib.) 5005 Gable Dead Load (Ib.) 169 Total Building Dead Load 14966 Lateral Seismic Force V (Ib.) 2075 p 1.3 for Seismic Design Category D E 1.3 E (pEh Ev) /1.4 V/1.4 1927 Fw +Fwr 14050 Few V Few 12790 Fw +Fwr >V Wind Loads Controls Design in Both Directions Seismic.IBC2009- D100.WA DOT.xls WA DOT Date and Time: 11/20/2011 10:56:05 AM MCE Parameters Conterminous 48 States Zip Code 98363 Central Latitude 48.009706 Central Longitude 123.77836 Data are based on the 0.10 deg grid set Period SA (sec) %g) 0.2 145.6 Map Value, Soil Factor of 1.0 1.0 060.0 Map Value, Soil Factor of 1.0 MCE Parameters x Specified Soil Factors 0.2 145.6 Soil Factor of 1.00 1.0 090.0 Soil Factor of 1.50 Daniel Wambeke, P.E. Page 1 11/20/2011 PURLIN GIRT DESIGN CALCULATIONS 34' x 48' x 16' Clear Height Post Frame Building for WA State Department of Transportation Sand Shed, Port Angeles, WA PURLIN DESIGN CALCULATIONS Post Spacing 8 WIND SPEED, MPH 100 Span 34 IBC EXPOSURE C Building Length 48 LOAD FACTOR 1.6 Wall Height 16.5 (Wind Loads) Purlin Spacing (Ft.) 2 Girt Spacing (Ft.) 2 Roof Pitch 4 Dead Load 6 Live Load 25 Load Factor Snow Load 1.15 Cd Lumber Grade DF -L #2 Fb (psi) 900 Fv (psi) 180 E (psi) 1600000 Purlin Size Width,b I Depth, d I Size Factor CF 2" x 6" 1 .5 5.5 1.3 2" x 8" 1.5 7.25 1.2 2" x 10" 1.5 9.25 1.1 2" x 12" 1.5 11.25 1.0 Repetetive Member Factor Cr 1.15 Flat Use Factor Cfu 1.15 Purlin Span (Ft.) 7.5 Post Spacing 6" Roof Pitch Angle, 18.43 Purlin Horiz. Projection (Ft.) 1.897 Load on Purlin 51.23 PLF IL) A 22 8w1 A 2 Moment (in-lb) 'Awn uvvvl c Sx Req'd (in ^3) 2.79: M/Cd*FbCrCF Sx Furnished 7.56 (bd ^2)/6 fv (psi) 30 37 3V /Cd2bdC 180 psi Okay Deflection (in) 0.110 1/240 (in) 0.375 >Deflection Use 2" x 6" DF -L #2 Purlins 16" o. c. DESIGN GIRTS WIND LOADS ON BUILDING Middle Areas Wind Load p= AI, p Design Wnd Pressure, PSF 1. Building Height Exposure Adjust. Factor 1.21 IBC Table 1609.6.2.1 (4) I Importance Factor 1.00 IBC Table 1604.5 ps30 Wind Pressure 19.50 PSF Comp's from IBC Table 1609.6.2.1(2) p (PSF) 23.60 PSF Girts Load on Girts 47.19 PLF Moment (in-lb) 3982 1/8w1^2 Sx Req'd (in ^3) 1.85 M /Cd "FbCrCfuCF Sx Furnished .::::::2.06 (bd ^2)/6 Use 2" x 6" DF -L #2 Flat Girts 24" o. c. purlin.calc.2x68.IBC- 100.xis •••w pp►. uwn1 pJeMpuM'100 VM 8£09Z UVv 60:1.1. W I. 1.0Z `OZ AoN I. suwnlo) pays pues 'sue-11 jo ;uowpedad ale }S VM a )JagweM la!uea Z -NS 6uuaeui6u3 a )$agweM y pus A ale shun uopeaa uauoanp -A peol puM' ll Jo; s1insa8 jowl puNM' L 0l :speol WA N a z t.P..lit z4 ast blMLb J C C V: C M£54" X� A Company Wambeke Engineering Nov 20, 2011 Designer Daniel Wambeke 11:09 AM Job Number 25038 WA State Department of Trans. Sand Shed Columns 100 MPH Checked By: Global Display Sections for Member Calcs 15 Max Internal Sections for Member Calcs 197 1 Include Shear Deformation? 1 Yes 7 Merge Tolerance (in) i .12 P -Delta Analysis Tolerance 1 0.50% Include P -Delta for Walls? !Yes Gravity Acceleration (ft/sec "2) 1 32.2 Wall Mesh Size (in) 112 Eigensolution Convergence To?. (1.E 13 Solver 1 Sparse Accelerated Hot Rolled Steel Code 1 AISC 9th: ASD 'Cold Formed Steel Code 1 AISI 1999: ASD Wood Code AF &PA NDS- 05/08: ASD 1 Wood Temperature 1 100F Concrete Code I ACI 318 -99 Masonry Code I ACI 530 05/08: ASD Aluminum Code AAADM1 -05: ASD Number of Shear Regions 4 Region Spacing Increment (in) 4 Concrete Stress Block Rectangular Use Cracked Sections? 1 Yes Bad Framing Warnings? No Unused Force Warnings? 1 Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set 1 REBAR SET_ ASTMA615 Min Steel for Column 11 Max Steel for Column I 8 Wood Material Properties Label Species Grade Cm Emod Nu Therm Denk/ft 1 Column Hem -Fir No.2 1 .3 .3 .035 1 Wood Section Sets Label Sha•e T •e Desi•n List Material Desi•n Rules A lint] I (90,270) [i...l (0,180) [in4] 1 Column 6X8 Column Rectangular Column Typical 41.25 103.984 193.359 Joint Coordinates and Temperatures Label X [ft] Y jft] Temp_[F] 1 2 2 5.5 3 3 0 I 16 1 0 Joint Boundary Conditions Joint Label X [Win] Y [k/in] Rotation k- ft/rad Footin. 1 1 1 Reaction 1 Reaction 1 Reaction 2 1 3 Reaction I 1 J RISA -2D Version 10.1.0 [C: \RISA \WA DOT.Windward Column 100 MPH.r2d] Page 3 Company Wambeke Engineering Nov 20, 2011 Designer Daniel Wambeke 11:09 AM Job Number 25038 WA State Department of Trans. Sand Shed Columns 100 MPH Checked By: Member Primary Data Label I Joint J Joint Rotate(degL Section /Shape Type Design List Material Design Rules 1 1 1 2 Column Column Rectangu.. Column Typical 2 1 2 1 2 1 3 1 1 Column I Column IRectangu..I Column I Typical Basic Load Cases BLC Descri•tion Cate•o X Gravit Y Gravit Joint Point Distributed 1 Wind Load None 1 1 1 Member Distributed Loads (BLC 1 Wind Load) Member Label Direction Start Magnitude[k/ft,d...End Magnitude[k/ft,d... Start Location[ft, End Location[ft, %1 1 2 X .141 .141 0 0 Load Combinations Description SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Wind Load Yes 1 1 Joint Reactions LC Joint Label X [k] Y [k] MZ [k -ft] 1 1 1 1 -.678 0 3.054 2 1 3 -1.26 0 0 3 T 1 Totals: 1.938 0 L 4 I 1 J COG (ft): NC NC Member Section Forces B Combination LC Member Label Sec Axial[k] Shear[k] Moment[k -ft] 1 1 1 1 1 0 .678 3.054 2' 1 2 0 .678 2.122 3 1 1 3 1 0 1 .678 1.19 4 4 0 .678 .257 5 I 5 1 0 .678 -.675 6 1 2 1 0 .678 -.675 7 I 2 0 .307 -1.967 8 I II 3 0 l -.064 -2.285 9 i 4 0 -.435 -1.63 10 I I 5 0 -.806 0 RISA -2D Version 10.1.0 [C: \RISA \WA DOT.Windward Column 100 MPH.r2d] Page 4 Prepared by Daniel Wambeke, P.E. 11/20/2011 Page 1 POST CALCULATIONS 34' x 48' x 16' Clear Height Post Frame Building for WA State Department of Transportation Sand Shed, Port Angeles, WA POST WIDTH (inches) 6 Bay Spacing 8 POST DEPTH (inches) 8 A (sq in) 48 Fb (psi) 575 Section Modulus of Post (in 64 Fc (psi) 575 Span 34 E 1100000 Dead Load 6 E' Ci *E (psi) 1045000 Live Load 25 Fc* CD *Fc *Cm *CF *Ci (psi) 481.39 Load Factor CD 1.15 Load Case: Kce 0.3 Dead Load Live Load 31 c 0.8 Wall Dead Load 2.35 Post Grade Hem -Fir #2 Wall Height 16.5 CALCULATIONS: Axial Load on Column (Ibs): 4216 Cm (Fc)= 0.91 Wall Load on Column (Ibs): 310 Cm (Fb) 1 Total Vertical Column Load (Ibs): 4526 CF (Fb, Fc) 1 Ie= (inches) 190 kle /d (k 0.8) 19.00 Ci (Fb, Fc) 0.8 Fce (psi) 868.42 Ci (E) 0.95 Fc' (psi) 408.71 Cp Calculated Allowable Compression (Ibs) 19618 >TVL CL 1 LOAD CASE: DL 0.75LL 0.75WL Wind Load Factor CD 1.6 Total Wall Height (ft.) 16.5 Effective Length 16.5 (Kne Br or 2nd Floor) WIND LOADS ON BUILDING Middle Areas Wind Load p A KZt 1 Ps30 p Design Wind Pressure, PSF A Building Height Exposure Adjust. Factor 1.21 K Topographic Factor 1.00 I Importance Factor 1.00 Ps30 Wind Pressure, PSF 14.60 p (PSF) 17.67 PSF CALCULATIONS: le (inches) 190 kle /d (k 0.8) 19.00 Axial Load on Column (lbs): 3366 Fc* CD *Fc *Cm *CF *Ci (psi) 669.76 Wall Load on Column (lbs): 310 Fce (psi) 868.42 Tot. Vert. Column Load (lbs): 3676 Fc' (psi) 517.32 Allowable Compression= (lbs) 24831 Moment at Base Column (ft-lb) 3054.00 36648 in-lb From RISA 2D fc (psi) 76.59 fb M /Sx (psi) 572.63 Fb' CD *Fb *Cm *CF *CL *Ci 736.00 Interaction Formula= 0.66 1.00 (fc /Fc') ^2 +(fb /((1 -(fc /Fce)) *Fb')) Use 6" x 8" Hem -Fir #2 Treated Posts POST3416.IBC.2009.WA DOT.xls Prepared by Daniel Wambeke, P.E. 11/20/2011 Page 1 CORNER POST CALCULATIONS 34' x 48' x 16' Clear Height Post Frame Building for WA State Department of Transportation Sand Shed, Port Angeles, WA POST WIDTH (inches) 6 Bay Spacing 4 POST DEPTH (inches) 6 A (sq in) 36 Fb (psi) 575 Section Modulus of Post (in 36 Fc (psi) 575 Span 34 E 1100000 Dead Load 6 E' Ci *E (psi) 1045000 Live Load 25 Fc* CD *Fc *Cm *CF *Ci (psi) 481.39 Load Factor CD 1.15 Load Case: Kce 0.3 Dead Load Live Load 31 c 0.8 Wall Dead Load 2.35 Post Grade Hem -Fir #2 Wall Height 16.5 CALCULATIONS: Axial Load on Column (lbs): 2108 Cm (Fc)= 0.91 Wall Load on Column (Ibs): 155 Cm (Fb) 1 Total Vertical Column Load (lbs): 2263 CF (Fb, Fc) 1 Ie= (inches) 190 kle /d (k 0.8) 25.33 Ci (Fb, Fc) 0.80 Fce (psi) 488.49 Ci (E) 0.95 Fc' (psi) 335.06 Cp Calculated Allowable Compression (Ibs) 12062 >TVL CL 1 LOAD CASE: DL 0.75LL 0.75WL Wind Load Factor CD 1.6 Total Wall Height (ft.) 16.5 Effective Length 16.5 (Knee Brace o r 2nd Fl WIND LOADS ON BUILDING Middle Areas Wind Load p KZt 1 Ps30 p Design Wind Pressure, PSF A Building Height Exposure Adjust. Factor 1.21 K Topographic Factor 1.00 Importance Factor 1.00 Ps30 =Wind Pressure, PSF 14.60 p (PSF) 17.67 PSF CALCULATIONS: le (inches) 190 kie /d (k 0.8) 25.33 Axial Load on Column (lbs): 1683 Fc* CD *Fc *Cm *CF *Ci (psi) 669.76 Wall Load on Column (lbs): 155 Fce (psi) 488.49 Tot. Vert. Column Load (Ibs): 1838 Fc' (psi) 384.68 Allowable Compression= (lbs) 13848 Moment at Base Column (ft-lb) 1381.08 16573 in-lb fc (psi) 51.06 fb M /Sx (psi) 460.36 Fb' CD *Fb *Cm *CF *CL *Ci 736.00 Interaction Formula= 0.54 1.00 (fc /Fc') ^2 +(fb /((1 -(fc /Fce)) *Fb')) Use 6" x 6" Hem -Fir #2 Treated Posts POST3416.IBC.2009.WA DOT.Corner.xls Prepared by Daniel Wambeke, P.E. 11/20/2011 Page 1 NON CONSTRAINED POST FOOTING EMBEDMENT CALCULATIONS 34' x 48' x 16' Clear Height Post Frame Building for WA State Department of Transportation Sand Shed, Port Angeles, WA SPAN 34 WIND SPEED, MPH 100 EAVE HEIGHT 16.5 IBC EXPOSURE C BAY SPACE 8 LOAD DURATION FACTOR 1.333 ROOF DEAD LOAD 6 ROOF LIVE LOAD 25 ALLOW 1/2" MOVEMENT WALL DEAD LOAD, PSF 2.35 Allowable Soil Bearing Pressure, PSF 1500 (CONSTANT TABLE 1806.20 Lateral Bearing Pressure S 100 DETERMINE FOOTING AREA REQ'D Roof Load 4216 Roof Load Span /2 x Bay Space x (Roof Load Dead Load) Wall Dead Load 310 Wall Dead Load Eave Height x Bay Spacing x Wall Dead Load Total Vertical Load 4526 Assumed Post Depth (Feet) 3.5 Allowable Soil Bearing Pressure 1500 Pier Area Req'd (Sq. Ft.) 3.02 Pier Diameter Req'd (Feet) 1.96 WIND LOAD CALCULATION Middle Areas Wind Load p A 1, ps30 p Design Wind Pressure, PSF A Building Height Exp. Adjust. Factor 1.21 it Topographic Factor 1.00 I Importance Factor 1.00 Ps30 Wind Pressure Windward Wall 14.60 p (PSF) 17.67 PSF Windward Wall DETERMINE POST EMBEDMENT DEPTH Moment Post Base Ma =1/8 Wind Load x Bay Space x Eave Height ^2 (Ft. Lb.) Moment Post Base Ma 3054.00 ft. -Ib. From Post -Frame Building Design Manual, 2000 d ((6 Va (8 Ma) /d) /S'b) ^0.5 where: d Minimum embedment depth, ft. Va Shear force applied to foundation ground surface, Ib. Ma bending moment applied to foundation ground surface, ft. -Ib. S' Adjusted allowable lateral soil pressure, lb. /ft. b Effective post width, ft. Try d 4.00 ft. Va 5w1/8 678.00 Ib. S'= 1.33 x ((S (d/3 1) 2.0 x S) 310.33 PSF Post Face Width 6 Inches Post Depth 6 Inches Footing Width, ft. 1.96 ft. Minimum Embedment Depth d 4.09 ft. Use Footing 2' 0 Diameter x 4' 2" Deep POSTFT3416.IBCnon WA DOT Exp. C.2009.xls Prepared by Daniel Wambeke, P.E. 11/20/2011 Page 1 NON CONSTRAINED CORNER POST FOOTING EMBEDMENT CALCULATIONS 34' x 48' x 16' Clear Height Post Frame Building for WA State Department of Transportation Sand Shed, Port Angeles, WA SPAN 34 WIND SPEED, MPH 100 EAVE HEIGHT 16.5 IBC EXPOSURE C BAY SPACE 4 LOAD DURATION FACTOR 1.333 ROOF DEAD LOAD 5 ROOF LIVE LOAD 25 ALLOW 1/2" MOVEMENT WALL DEAD LOAD, PSF 2.35 Allowable Soil Bearing Pressure, PSF 1500 (CONSTANT TABLE 1804.20 Lateral Bearing Pressure S 100 DETERMINE FOOTING AREA REQ'D Roof Load 2040 Roof Load Span /2 x Bay Space x (Roof Load Dead Load) Wall Dead Load 155 Wall Dead Load Eave Height x Bay Spacing x Wall Dead Load Total Vertical Load 2195 Assumed Post Depth (Feet) 3.5 Allowable Soil Bearing Pressure 1500 Pier Area Req'd (Sq. Ft.) 1.46 Pier Diameter Req'd (Feet) 2.00 WIND LOAD CALCULATION Middle Areas Wind Load p A I,, ps3o p Design Wind Pressure, PSF A Building Height Exp. Adjust. Factor 1.21 KZt Topographic Factor 1.00 1 Importance Factor 1.00 Ps3o Wind Pressure Windward Wall 14.60 p (PSF) 17.67 PSF Windward Wall DETERMINE POST EMBEDMENT DEPTH Moment Post Base Ma =1/8 Wind Load x Bay Space x Eave Height "2 (Ft. Lb.) Moment Post Base Ma 1527.00 ft. -Ib. From Post -Frame Building Design Manual, 2000 d ((6 Va (8 Ma) /d) /S'b)"0.5 where: d Minimum embedment depth, ft. Va Shear force applied to foundation ground surface, Ib. Ma bending moment applied to foundation ground surface, ft.-lb. S' Adjusted allowable lateral soil pressure, Ib. /ft. b Effective post width, ft. Try d= 3.17 ft. Va 5w1/8 339.00 Ib. S' 1.33 x ((S (d /3 1) 2.0 x S) 273.40 PSF Post Face Width 6 Inches Post Depth 6 Inches Footing Width, ft. 2.00 ft. Minimum Embedment Depth d 3.28 ft. Use Footing 2' 0" Diameter x 3' 4" Deep POSTFT3416.IBCnon WA DOT Exp. C.2009.Corner.xls Prepared by Daniel Wambeke, P.E. 11/20/2011 ENDWALL POST FOOTING SIZE POST EMBEDMENT CALCULATIONS 34' x 48' x 16' Clear Height Post Frame Building for WA State Department of Transportation Sand Shed, Pori POST WIDTH (inches) 6 End Bay Spacing 8 POST DEPTH (inches) 6 A (sq in) 36 Fb (psi) 575 Endwall Post Spacing 8.5 Fc (psi) 575 Dead Load 6 E (psi) 1100000 Live Load 0 E' Ci *E (psi) 1045000 Load Factor 1.15 Fc* CD *Fc *Cm *CF *Ci (psi) 481.39 c 0.8 Kce 0.3 Post Section Modulus 36 Load Case: Post Grade Hem Fir #2 Dead Load Live Load 6 Endwall Post Height 16.5 Wall Dead Load 2.35 Bldg. Eave Height 16.5 Posts are braced building eave height by longitudinal truss bracing Gable end trusses support live loads CALCULATIONS: Axial Load on Column (Ibs): 204 Cm (Fc) 0.91 Wall Load on Column (Ibs): 330 Cm (Fb) 1 Tot. Vert. Column Load (Ibs): 534 CF (Fb, Fc) 1 le (inches) 198 Ci (Fb, Fc) 0.80 kle /d (k 0.8) 26.40 Ci (E) 0.95 Fce (psi) 449.81 Cp Calculated Fc' (psi) 321.12 CL 1 A!!owahle Compression= ohm) 11560 >TVI LOAD CASE: DL+ 0.75LL 0.75WL Wind Load Factor CD 1.6 WIND LOADS ON BUILDING Middle Areas Wind Load p A 1,, KZt ps30 p Design Wind Pressure, PSF A Building Height Exposure Adjust. 1.21 I Importance Factor 1.00 K Topographic Factor 1.00 ps30 Wind Pressure, PSF 14.60 IBC Table 1609.6.2.1 (2) p (PSF) 17.67 PSF CALCULATIONS: le (inches) 198 Axial Load on Column (Ibs): 204 kle /d (k 0.8) 26.40 Wall Load on Column (Ibs): 310 Fc* CD *Fc *Cm *CF *Ci (psi) 669.76 Tot. Vert. Column Load (Ibs): 514 Fce (psi) 449.81 Allowable Compression (Ibs) 13086.47 Fc' CD *Fc *Cm *CF *Ci (psi) 363.51 Moment in Column: (in-lb) 3244.88 Extrapolate from sidewall RISA 2D calculations fc (psi) 10.71 fb (psi) 67.60 Fb' CD *Fb *Cm *CF *Ci *CL, psi 736.00 Interaction Formula 0.09 1.00 (fc /Fc') ^2 +(fb /((1 -(fc /Fce)) *Fb)) Use 6" x 6" Hem -Fir #2 Treated Posts ENDPOST10.IBC -trs WA DOT EXP C.xls Prepared by Daniel Wambeke, P.E. 11/20/2011 Page 1 NON CONSTRAINED ENDWALL POST FOOTING EMBEDMENT CALCULATIONS 34' x 48' x 16' Clear Height Post Frame Building for WA State Department of Transportation Sand Shed, Port Angeles, WA SPAN 34 ft WIND SPEED, MPH 100 EAVE HEIGHT 16.5 ft IBC EXPOSURE C END BAY SPACING 8 ft LOAD DURATION FACTOR 1.333 ENDWALL POST SPACING 8.5 ft ENDWALL POST TOTAL HEIGHT 16.5 ft ROOF DEAD LOAD 6 PSF ROOF LIVE LOAD 0 PSF ALLOW 1/2" MOVEMENT WALL DEAD LOAD, PSF 3.5 PSF IBC TABLE 1806.2 Allowable Soil Bearing Pressure, PSF 1500 PSF Lateral Soil Bearing Pressure S 100 PSF DETERMINE FOOTING AREA REQ'D Roof Load 204 Roof Load Endwall Post Spacing x End Bay Space /2 x (Roof LL+ DL) Wall Dead Load 462 Wall Dead Load Post Height x Post Spacing x Wall Dead Load Total Vertical Load 666 Ib Assumed Post Depth (Feet) 3 Working Soil Bearing Pressure Allow. Soil Bearing x (Assumed Depth 1.0 Ft.) x 0.20 Allow Soil Bearing Working Soil Bearing Pressure 1500 Pier Area Req'd (Sq. Ft.) 0.44 Pier Diameter Req'd (Feet) 2.00 ft DETERMINE POST EMBEDMENT DEPTH Wind L oad p A I p53,-, p Design Wind Pressure, PSF A Building Height Exposure Adjust. Fa 1.21 I Importance Factor 1.00 Ps30 Wind Pressure, PSF 14.60 ASCE 7 -05 Figure 6 -2 p (PSF) 17.67 PSF Moment Post Base Ma =1/8 Wind Load x Bay Space x Eave Height ^2 (Ft. Lb.) Moment Post Base Ma 3244.88 ft.-lb. From Post -Frame Building Design Manual, 2000 d ((6 Va (8 Ma) /d) /S'b) ^0.5 where: d Minimum embedment depth, ft. Va Shear force applied to foundation ground surface, Ib. Ma bending moment applied to foundation ground surface, ft. -Ib. S' Adjusted allowable lateral soil pressure, Ib. /ft. b Effective post width, ft. Try d= 3.17 ft. Va 5wl/8 720 Ib. S' 1.33 x ((S (d /3 1) 2.0 x S) 578 PSF Post Face Width 6 Inches Post Depth 6 Inches Footing Width, ft. 2.00 ft. Minimum Embedment Depth d 3.29 ft. Use Footing 2° 0" Diameter x 3' 4" Deep Page 1 ENDPOSTFT1010.non 7 03 i 11111 4 0. 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Z x 1 m i OO -I O m -4 t1 D Cn c O r*rI'l N l r- x 10 H ty ZMZ m u 0 0 z A z A CI o `n -I Z XIO l co �39 �a m 2 ry a N co N i O o 0 m u D rrl z it... A i r o o Z m y M W v a 0T� r .I °Il _l z I D 3 0LJ t p!l I, i�� 1 3 X o 0 I*1 'c' Z j j M z v 3 �11.1 Xi 3 ro A3) No roc 1 urs r:fPORr~ l~~ r~ L~ -=- """""'" CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY DEVELOPMENT - BUILDING DNISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 (') 4-- &.37 Application Number Pin number Property Address ASSESSOR PARCEL NUMBER: Application description Subdivision Name Property Use Property Zoning Application valuation 10/05/04 04-00000637 .391124 1707 S C ST 06~30-00-0-4-4900-0000- COMM NEW CONST Date INDUSTRIAL HEAVY 30528 Owner Contractor STATE OF WASHINGTON GEN ADMIN OLYMPIA OWNER WA 985041000 Structure Information Construction Type Occupancy Type Other struct info 1152 SF MATERIAL TESTING BLDG TYPE V NON-RATED GARAGES, CARPORTS, SHEDS TOTAL % LOT COVERAGE CONSTRUCTION TYPE HARD SURFACE AREA NUMBER OF STORIES EXISTING LOT COVERAGE LOT SIZE PROPOSED LOT COVERAGE TOTAL LOT COVERAGE NUMBER OF UNITS 15.50 V-N 1. 00 22119.00 150000.00 1152.00 23271.00 1. 00 Permit Additional desc Permi t Fee Issue Date Expiration Date SANITARY SEWER HOOK UP plan Check Fee Valuation 95.00 10/05/04 4/04/05 .00 30528 Qty 1. 00 Unit Charge Per 95.0000 EA SAN SEWER HOOKUP Extension 95.00 Special Notes and Comments The site plan has been revised to identify a 25' setback from row and is therefore in compliance with the IL zone. When roof gutters are installed, drains will located in dry wells or piped to approved storm drain locations. A minimum 2A-10BC fire exinguisher is required. property is zoned IL and requires a 25-foot setback from row for structures. The site plan needs to be revised to identify a 25' setback from 17th Street. The site plan has been revised to identify a 25' setback from row and is therefore in compliance with the IL zone. Electrical load calculations and elctrical permits are required. Any modifications to the City'S electrical facilities will be at the customer's expense. Other Fees STATE SURCHARGE 4.50 Fee summary Charged Paid Credited Due ----------------- ---------- ---------- ---------- ---------- Permit Fee Total 95.00 95.00 .00 .00 'S /7Dr DO} ); C II 5- I Separate Permits are required for electrical work, SEPA, Shoreline, ESA, utilities, private and public improvements. This permit becomes null and void if work or construclion authorized is not commenced within 180 days, if construction or work is suspended or abandoned for a period of 180 days after the work as commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Signature of Contractor or Authorized Agent Date Date Signature of Owner (If owner is builder) T:\PLANNING\FORMS\1102.15 [11/1412003] , o""O!lr~ l~'<t. r~ lL ~- "'.""" CITY OF PORT ANGELES DEPARTMENT OF COMMUNITY DEVELOPMENT - BUILDING DIVISION 321 EAST 5TH STREET, PORT ANGELES, WA 98362 Application Number pin nwnber plan Check Total Other Fee Total Grand Total Page 2 Date 10/05/04 04-00000637 .391124 .00 4.50 99.50 .00 .00 .00 .00 .00 .00 .00 4.50 99.50 Separate Permits are required for electrical work, SEPA, Shoreline, ESA, utilities, private and public improvements. This permit becomes null and void if work or construction authorized is not commenced within 180 days, if construction or work is suspended or abandoned fora period of 180 days after the work as commenced, or if required inspections have not been requested within 180 days from the last inspection. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any state or local law regulating construction or the performance of construction. Signature of Contractor or Authorized Agent Date Signature of Owner (if owner is builder) Date T:\PLANNING\FORMS\II02.15 (11114/2003] CITY OF PORT ANGELES DEPARTMENT OF PUBLIC WORKS . . . . . . INSPECTION REPORT. . . . . . REQUEST: Date Time Received by (phone. person) Location of Work to be inspected Name of person requesting inspection Address of person requesting inspection Type of Inspection (circle appropriate one): Sewer Foundation Framing Chimney Plumbing 1'0\ -----p 0 - I s /I /I C 5- I Phone No. Permit No. Final~wer ~ Other () "7- &<;7 INSPECTION NOTES' !t. Inspected: Date /tJi 7 if. O~ Time Remarks: / '" ~I S-/o i I V I By RESTORATION REQUiRED...... YES NO ~ I I b' p,c t 3bl( ~ r >iV170Vl FOR..i)<.>~L..- ~G-fvl("{;; f-. '-7 ., / I , '2-- b"LL&Af\/ bi7T'7@;~i( ... f.;~ I '" I 1.- :LOr '1 II PVL- l i , t- \ (<t , ~ 7;';/'" , } 1>..., CL-b".d,-v . I , ]..~D R ""JT GL-DCt :p.) I z6' , i " W""- I "- t;f,JLb ; , I , I i A~ '- \, r:':'V:.." Po1j,;,~,,-,,2.<= L,,v;:;: -'" I OGPTH -, SURFACE RESTORATION: SURFACE TYPE: 0 Unimproved DGravel OAsphalt OPCC o Other o Repaired by City o Repaired by Permittee o No Damage Found Work Order # o COMPLETE o INCOMPLETE