Structural Calculations Site Features. Casey s General Store W. Cottage Grove Rd. & Sandpiper Trail Cottage Grove, WI 53527

Transcription

1 Structural Calculations Site Features Casey s General Store W. Cottage Grove Rd. & Sandpiper Trail Cottage Grove, WI Prepared By: 201 S. Maple Ave. Suite 300, November 7, 2017 Project #: CGS David Balma, P.E. WI PE No

2 Loading and Design Building Code International Building Code Wind... Wind Loads per ASCE 7-05 Wind Speed mph (3-second gust) Building Ris Category... II Exposure... C Enclosure Classification... Open Internal Pressure Coefficient... N/A Seismic... Seismic Loads per ASCE 7-05 Building Ris Category... II Seismic Importance Factor Site Class... D (Assumed) Seismic Design Category... B SS / S g / 0.044g SDS / SD g / 0.070g Basic Seismic Force Resisting System... Non-building Structure Signs and Billboards Analysis Procedure... Equivalent Lateral Force Procedure Design Base Shear... (See Calculations) Soil Parameters Report By:... Not Provided Project #... N/A Report #... N/A Report Dated... N/A Soil Bearing Capacity... 1,500 psf (Assumed) Foundation Bearing Depth below lowest adjacent grade, Minimum. Modulus of Subgrade Reaction... N/A Vapor Barrier... Required (see project specifications for thicness) Site Location W. Cottage Grove Rd. & Sandpiper Trail Cottage Grove, WI Region Map Location Map

3 Site Features - Sign Loads Project Name : Cottage Grove, WI - Casey's General Store Project Location : W. Cottage Grove Rd. & Sandpiper Trail Cottage Grove, WI Project Number : CGS S. Maple Ave. Suite 300, Wind Design Data Seismic Design Data Code Reference ASCE 7-05 Ris Category II Spectral Response Acceleration Parameters Ultimate Wind Speed, V ult 115 mph Seismic Importance Factor 1.00 Mapped S S g S g Nominal Wind Speed, V asd 90 mph Site Class D Design S DS g S D g Exposure Category C Seismic Design Category B Response Modification Coefficient, R 3.0 Building Ris Category II Analysis Procedure Equivalent Lateral Force Procedure Basic Seismic Force Resisting System Nonbuilding Structure - Signs and Billboards Support Data No. of Supports 2 Support Spacing 4 ft No. of Foundations 1 H 1 H 2 Weight Ult. Allowable Ground Ground Mean of Wind Wind Seismic Section Cabinet Width to Base to Top Area Height Section Force Force Force No. (Y/N) Support Member (ft) (ft) (ft) (ft 2 ) (ft) (lbs) (lbs) (lbs) (lbs) 1 No W8x Yes W8x , No W8x Yes W8x , , , Totals 2, , , Base Moment 82, , ,665.2

4 Steel Column Lic. # : KW Description : Sign Columns Printed: 8 NOV 2017, 10:07AM Code References Calculations per AISC , IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2009 General Information Steel Section Name : Analysis Method : Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Applied Loads W8x24 Allowable Strength 36.0 si 29,000.0 si Column self weight included : lbs * Dead Load Factor AXIAL LOADS... Section 1: Axial Load at ft, D Section 2: Axial Load at ft, D Section 3: Axial Load at ft, D Section 4: Axial Load at ft, D BENDING LOADS... Section 1: Lat. Point Load at ft creating Mx-x, W , E Section 2: Lat. Point Load at ft creating Mx-x, W , E Section 3: Lat. Point Load at ft creating Mx-x, W , E Section 4: Lat. Point Load at ft creating Mx-x, W 0.870, E DESIGN SUMMARY Bending & Shear Chec Results PASS Max. Axial+Bending Stress Ratio : 1 Load Combination +D+W Location of max.above base At maximum location values are... Pa : Axial Pn / Omega : Allowable Ma-x : Applied 0.0 ft ft Mn-x / Omega : Allowable ft Ma-y : Applied 0.0 -ft Mn-y / Omega : Allowable ft PASS Maximum Shear Stress Ratio Load Combination Location of max.above base At maximum location values are... Va : Applied Vn / Omega : Allowable Load Combination Results : 1 +D+W 0.0 ft Overall Column Height ft Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (bucling) along columns : X-X (width) axis : Unbraced Length for X-X Axis bucling ft, K 2.1 Y-Y (depth) axis : Unbraced Length for Y-Y Axis bucling ft, K 2.1 Service loads entered. Load Factors will be applied for calculations.. Maximum Load Reactions.. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum Load Deflections Along Y-Y in at ft above base for load combination :+D+W Along X-X 0.0 in at 0.0ft above base for load combination : X-X Slenderness Ratio l/r > 200 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location D Only PASS 0.00 ft PASS 0.00 ft +D+W PASS 0.00 ft PASS 0.00 ft +D-W PASS 0.00 ft PASS 0.00 ft D+0.70E PASS 0.00 ft PASS 0.00 ft D-0.70E PASS 0.00 ft PASS 0.00 ft +D+0.750W PASS 0.00 ft PASS 0.00 ft +D-0.750W PASS 0.00 ft PASS 0.00 ft D E PASS 0.00 ft PASS 0.00 ft D E PASS 0.00 ft PASS 0.00 ft...

5 Steel Column Lic. # : KW Description : Sign Columns Printed: 8 NOV 2017, 10:07AM Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +0.60D+W PASS 0.00 ft PASS 0.00 ft +0.60D-W PASS 0.00 ft PASS 0.00 ft Maximum Reactions Load Combination Axial Reaction X-X Axis Top Y-Y Axis Top Note: Only non-zero reactions are listed. Mx - End Moments -ft My - End Top D Only +D+W D-W D+0.70E D-0.70E D+0.750W D-0.750W D E D E D+W D-W D+0.70E D-0.70E W Only W E Only E Only * Extreme Reactions Axial Reaction X-X Axis Reaction Y-Y Axis Reaction Mx - End Moments -ft My - End Moments Item Extreme Top Base Maximum Reaction, X-X Axis Base Maximum Reaction, Y-Y Axis Base Maximum Reaction, X-X Axis Top Maximum Reaction, Y-Y Axis Top Maximum Moment, X-X Axis Base Maximum Moment, Y-Y Axis Base Maximum Moment, X-X Axis Top Maximum Moment, Y-Y Axis Top Maximum Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only in ft in ft +D+W in ft in ft +D-W in ft in ft +D+0.70E in ft in ft +D-0.70E in ft in ft +D+0.750W in ft in ft +D-0.750W in ft in ft +D E in ft in ft +D E in ft in ft +0.60D+W in ft in ft +0.60D-W in ft in ft..

6 Steel Column Lic. # : KW Description : Sign Columns Printed: 8 NOV 2017, 10:07AM Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +0.60D+0.70E in ft in ft +0.60D-0.70E in ft in ft W Only in ft in ft -W in ft in ft E Only in ft in ft E Only * in ft in ft Steel Section Properties : W8x24 Depth in I xx in^4 J in^4 Web Thic in S xx in^3 Cw in^6 Flange Width in R xx in Flange Thic in Zx in^3 Area in^2 I yy in^4 Weight plf S yy in^3 Wno in^2 Kdesign in R yy in Sw in^4 K in Zy in^3 Qf in^3 rts in rt in Qw in^3 Ycg in. Setches

7 General Footing Lic. # : KW Description : Sign Footing Printed: 8 NOV 2017, 10:11AM Code References Calculations per ACI , IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2009 General Information Material Properties Soil Design Values f'c : Concrete 28 day strength 3.0 si Allowable Soil Bearing 1.50 fy : Rebar Yield 60.0 si Increase Bearing By Footing Weight No sf Ec : Concrete Elastic Modulus 3,122.0 si Soil Passive Resistance (for Sliding) pcf Concrete Density pcf Soil/Concrete Friction Coeff Values Flexure 0.90 Shear Increases based on footing Depth Analysis Settings Footing base depth below soil surface 4.0 ft Min Steel % Bending Reinf. Allow press. increase per foot of depth sf Min Allow % Temp Reinf when footing base is below ft Min. Overturning Safety Factor 1.0 : 1 Min. Sliding Safety Factor 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears : Yes sf when max. length or width is greater than Add Pedestal Wt for Soil Pressure : No ft Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thicness 7.0 ft ft 48.0 in Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars 11.0 Reinforcing Bar Size # 8 Bars parallel to Z-Z Axis Number of Bars 10.0 Reinforcing Bar Size # 8 Bandwidth Distribution Chec (ACI ) Direction Requiring Closer Separation ng X-X Axis # Bars required within zone 91.3 % # Bars required on each side of zone 8.7 % Applied Loads P : Column Load OB : Overburden D Lr M-xx ft M-zz -ft V-x V-z L S W E H sf

8 General Footing Lic. # : KW Description : Sign Footing Printed: 8 NOV 2017, 10:11AM DESIGN SUMMARY Min. Ratio Item Applied Capacity Design OK Governing Load Combination PASS Soil Bearing sf 1.50 sf +0.60D-W about X-X axis PASS Overturning - X-X ft ft +0.60D+W PASS n/a Overturning - Z-Z 0.0 -ft 0.0 -ft No Overturning PASS n/a Sliding - X-X No Sliding PASS Sliding - Z-Z D+W PASS n/a Uplift No Uplift PASS Z Flexure (+X) ft/ft ft/ft +1.40D PASS Z Flexure (-X) ft/ft ft/ft +1.40D PASS X Flexure (+Z) ft/ft ft/ft +0.90D+1.60W PASS X Flexure (-Z) ft/ft ft/ft +0.90D-1.60W PASS n/a 1-way Shear (+X) 0.0 psi psi n/a PASS way Shear (-X) 0.0 psi 0.0 psi n/a PASS way Shear (+Z) psi psi +0.90D+1.60W PASS way Shear (-Z) psi psi +0.90D-1.60W PASS n/a 2-way Punching psi psi +0.90D+1.60W Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 1.50 n/a n/a n/a X-X, +D+W 1.50 n/a n/a n/a X-X, +D-W 1.50 n/a n/a n/a X-X, +D+0.70E 1.50 n/a n/a n/a X-X, +D-0.70E 1.50 n/a n/a n/a X-X, +D+0.750W 1.50 n/a n/a n/a X-X, +D-0.750W 1.50 n/a n/a n/a X-X, +D E 1.50 n/a n/a n/a X-X, +D E 1.50 n/a n/a n/a X-X, +0.60D+W 1.50 n/a n/a n/a X-X, +0.60D-W 1.50 n/a n/a n/a X-X, +0.60D+0.70E 1.50 n/a n/a n/a X-X, +0.60D-0.70E 1.50 n/a n/a n/a Z-Z, D Only n/a n/a n/a Z-Z, +D+W n/a n/a n/a Z-Z, +D-W n/a n/a n/a Z-Z, +D+0.70E n/a n/a n/a Z-Z, +D-0.70E n/a n/a n/a Z-Z, +D+0.750W n/a n/a n/a Z-Z, +D-0.750W n/a n/a n/a Z-Z, +D E n/a n/a n/a Z-Z, +D E n/a n/a n/a Z-Z, +0.60D+W n/a n/a n/a Z-Z, +0.60D-W n/a n/a n/a Z-Z, +0.60D+0.70E n/a n/a n/a Z-Z, +0.60D-0.70E n/a n/a n/a Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D Only None 0.0 -ft Infinity OK X-X, +D+W ft ft OK X-X, +D+0.70E ft ft OK X-X, +D+0.750W ft ft OK X-X, +D E ft ft OK X-X, +0.60D+W ft ft OK X-X, +0.60D+0.70E ft ft OK Z-Z, D Only None 0.0 -ft Infinity OK Z-Z, +D+W None 0.0 -ft Infinity OK Z-Z, +D+0.70E None 0.0 -ft Infinity OK

9 General Footing Lic. # : KW Description : Sign Footing Printed: 8 NOV 2017, 10:11AM Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Z-Z, +D+0.750W None 0.0 -ft Infinity OK Z-Z, +D E None 0.0 -ft Infinity OK Z-Z, +0.60D+W None 0.0 -ft Infinity OK Z-Z, +0.60D+0.70E None 0.0 -ft Infinity OK Sliding Stability All units Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, D Only No Sliding OK X-X, +D+W No Sliding OK X-X, +D+0.70E No Sliding OK X-X, +D+0.750W No Sliding OK X-X, +D E No Sliding OK X-X, +0.60D+W No Sliding OK X-X, +0.60D+0.70E No Sliding OK Z-Z, D Only No Sliding OK Z-Z, +D+W OK Z-Z, +D+0.70E OK Z-Z, +D+0.750W OK Z-Z, +D E OK Z-Z, +0.60D+W OK Z-Z, +0.60D+0.70E OK Footing Flexure Flexure Axis & Load Combination Mu -ft Side Tension Surface As Req'd Gvrn. As Actual As Phi*Mn in^2 in^2 in^2 -ft X-X, +1.40D Z Bottom Min Temp % OK X-X, +1.40D Z Bottom Min Temp % OK X-X, +1.20D Z Bottom Min Temp % OK X-X, +1.20D Z Bottom Min Temp % OK X-X, +1.20D+0.80W Z Bottom Min Temp % OK X-X, +1.20D+0.80W Z Top Min Temp % OK X-X, +1.20D-0.80W Z Top Min Temp % OK X-X, +1.20D-0.80W Z Bottom Min Temp % OK X-X, +1.20D+1.60W Z Bottom Min Temp % OK X-X, +1.20D+1.60W Z Top Min Temp % OK X-X, +1.20D-1.60W Z Top Min Temp % OK X-X, +1.20D-1.60W Z Bottom Min Temp % OK X-X, D+E Z Bottom Min Temp % OK X-X, D+E Z Bottom Min Temp % OK X-X, D-E Z Bottom Min Temp % OK X-X, D-E Z Bottom Min Temp % OK X-X, +0.90D+1.60W Z Bottom Min Temp % OK X-X, +0.90D+1.60W Z Top Min Temp % OK X-X, +0.90D-1.60W Z Top Min Temp % OK X-X, +0.90D-1.60W Z Bottom Min Temp % OK X-X, D+E Z Bottom Min Temp % OK X-X, D+E Z Bottom Min Temp % OK X-X, D-E Z Bottom Min Temp % OK X-X, D-E Z Bottom Min Temp % OK Z-Z, +1.40D X Bottom Min Temp % OK Z-Z, +1.40D X Bottom Min Temp % OK Z-Z, +1.20D X Bottom Min Temp % OK Z-Z, +1.20D X Bottom Min Temp % OK Z-Z, +1.20D+0.80W X Bottom Min Temp % OK Z-Z, +1.20D+0.80W X Bottom Min Temp % OK Z-Z, +1.20D-0.80W X Bottom Min Temp % OK Z-Z, +1.20D-0.80W X Bottom Min Temp % OK Z-Z, +1.20D+1.60W X Bottom Min Temp % OK Z-Z, +1.20D+1.60W X Bottom Min Temp % OK Z-Z, +1.20D-1.60W X Bottom Min Temp % OK Z-Z, +1.20D-1.60W X Bottom Min Temp % OK Status

10 General Footing Lic. # : KW Description : Sign Footing Printed: 8 NOV 2017, 10:11AM Footing Flexure Flexure Axis & Load Combination Mu -ft Side Tension Surface As Req'd Gvrn. As Actual As Phi*Mn in^2 in^2 in^2 -ft Z-Z, D+E X Bottom Min Temp % OK Z-Z, D+E X Bottom Min Temp % OK Z-Z, D-E X Bottom Min Temp % OK Z-Z, D-E X Bottom Min Temp % OK Z-Z, +0.90D+1.60W X Bottom Min Temp % OK Z-Z, +0.90D+1.60W X Bottom Min Temp % OK Z-Z, +0.90D-1.60W X Bottom Min Temp % OK Z-Z, +0.90D-1.60W X Bottom Min Temp % OK Z-Z, D+E X Bottom Min Temp % OK Z-Z, D+E X Bottom Min Temp % OK Z-Z, D-E X Bottom Min Temp % OK Z-Z, D-E X Bottom Min Temp % OK One Way Shear Load Combination... -X +X -Z +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 0.00 psi 0.00 psi 0.05 psi 0.05 psi 0.05 psi psi D 0.00 psi 0.00 psi 0.04 psi 0.04 psi 0.04 psi psi D+0.80W 0.00 psi 0.00 psi 0.39 psi 0.48 psi 0.48 psi psi D-0.80W 0.00 psi 0.00 psi 0.48 psi 0.39 psi 0.48 psi psi D+1.60W 0.00 psi 0.00 psi 0.54 psi 1.04 psi 1.04 psi psi D-1.60W 0.00 psi 0.00 psi 1.04 psi 0.54 psi 1.04 psi psi D+E 0.00 psi 0.00 psi 0.03 psi 0.06 psi 0.06 psi psi D-E 0.00 psi 0.00 psi 0.06 psi 0.03 psi 0.06 psi psi D+1.60W 0.00 psi 0.00 psi 0.40 psi 1.43 psi 1.43 psi psi D-1.60W 0.00 psi 0.00 psi 1.43 psi 0.40 psi 1.43 psi psi D+E 0.00 psi 0.00 psi 0.01 psi 0.05 psi 0.05 psi psi D-E 0.00 psi 0.00 psi 0.05 psi 0.01 psi 0.05 psi psi Two-Way "Punching" Shear All units Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 0.35 psi OK +1.20D 0.30 psi OK +1.20D+0.80W 0.30 psi OK +1.20D-0.80W 0.30 psi OK +1.20D+1.60W 0.52 psi OK +1.20D-1.60W 0.52 psi OK D+E 0.31 psi OK D-E 0.31 psi OK +0.90D+1.60W 0.89 psi OK +0.90D-1.60W 0.89 psi OK D+E 0.22 psi OK D-E 0.22 psi OK Status

11 Casey's - Edgerton, WI - Sign Base Plate Z 1 X 3 11 in Bearing Pressure Maximum Bearing Max/Allowable Ratio si.871 IBC 16-6 (ABIF 1.000) (si) in Plain Base Plate Connection Base Plate Thicness : 1.25 in Base Plate Fy : 36. si Bearing Surface Fp : 3.06 si Anchor Bolt Diameter : 1.25 in Anchor Bolt Material : F Anchor Bolt Fu : 58. si Column Shape : W8x24 Steel Code : AISC 13th:LRFD Concrete Code : ACI Base Plate Stress Maximum Stress Max/Allowable Ratio si.823 IBC 16-3 (b) (ASIF 1.000) (si).039 Anchor Bolts Bolt X (in) Z (in) Tens.() Vx () Vz () Fnt (si) ft (si) Fnv (si) fv (si) Unity Combination N.A..56 (T) IBC 16-6 (6) N.A..56 (T) IBC 16-6 (6) N.A. 0. (T) IBC 16-1 (1) N.A. 0. (T) IBC 16-1 (1) Note: Fnt and Fnv shown above include phi factors. Loads DL WL EL P () Vx () Vz () Mx (-ft) Mz (-ft)

12 Anchor Bolt Embed Capacity Results Note: All capacities shown include phi factors Single Bolt Tension Envelope Results LC Bolt Tens.() Nsa() Ncb() Npn() Nsb() Unity Ductility Load() Steel(in2) N.A Single Bolt Vx Envelope Results LC Bolt Vx () Vz () Vsa() VcbXx() VcbXz() VcbZz() VcbZx() Vcp () VxUnity VzUnity Seismic Ductility & Anchor Reinforcement Results LC Bolt Vx () Vz () VxUnity VzUnity Vx-Duct Vx-L() Vx-St(in2) Vz-Duct Vz-L() Vz-St(in2) N.A N.A Single Bolt Vz Envelope Results LC Bolt Vx () Vz () Vsa() VcbXx() VcbXz() VcbZz() VcbZx() Vcp () VxUnity VzUnity Seismic Ductility & Anchor Reinforcement Results LC Bolt Vx () Vz () VxUnity VzUnity Vx-Duct Vx-L() Vx-St(in2) Vz-Duct Vz-L() Vz-St(in2) N.A N.A Single Bolt: Combined Tension and Shear Capacity Envelope Results LC Bolt Nn() Vnx() Vnz() SRSS Interaction N.A. Group Bolt: Tension Capacity Envelope Results LC Group Tens.() Nsa.() Ncb.() Nsb.() Unity Ductility Load() Steel(in^2) 6 T N.A

13 Site Features - Light Pole Loads Project Name : Cottage Grove, WI - Casey's General Store Project Location : W. Cottage Grove Rd. & Sandpiper Trail Cottage Grove, WI Project Number : CGS S. Maple Ave. Suite 300, Wind Design Data Seismic Design Data Code Reference ASCE 7-05 Ris Category II Spectral Response Acceleration Parameters Ultimate Wind Speed, V ult 115 mph Seismic Importance Factor 1.00 Mapped S S g S g Nominal Wind Speed, V asd 90 mph Site Class D Design S DS g S D g Exposure Category C Seismic Design Category B Response Modification Coefficient, R 3.0 Building Ris Category II Analysis Procedure Equivalent Lateral Force Procedure Basic Seismic Force Resisting System Nonbuilding Structure - Signs and Billboards Support Data No. of Supports 1 Support Spacing 1 ft (use"1" if only 1 support) No. of Foundations 1 H 1 H 2 Weight Ult. Allowable Ground Ground Mean of Wind Wind Seismic Section Cabinet Width to Base to Top Area Height Section Force Force Force No. (Y/N) Support Member (ft) (ft) (ft) (ft 2 ) (ft) (lbs) (lbs) (lbs) (lbs) 1 Yes HSS 4x4x1/ No HSS 4x4x1/ Yes W8x Totals Base Moment 2, ,

14 Pole Footing Embedded in Soil Lic. #: KW Description : Light Pole Footing Printed: 15 NOV 2017, 4:39PM Code References Calculations per IBC , CBC 2010, ASCE 7-05 Load Combinations Used : IBC 2009 General Information Pole Footing Shape Circular Pole Footing Diameter in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive pcf Max Passive ,500.0 psf Controlling Values Governing Load Combination : +D+W+H Lateral Load Moment ft NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable psf psf Minimum Required Depth ft Footing Base Area ft^2 Maximum Soil Pressure sf Applied Loads Lateral Concentrated Load () D : Dead Load Lr : Roof Live L : Live S : Snow W : Wind E : Earthquae H : Lateral Earth Load distance above ground surface Load Combination Results Load Combination ft Lateral Distributed Loads (lf) TOP of Load above ground surface ft BOTTOM of Load above ground surface ft Ground Surface /ft /ft /ft /ft /ft /ft /ft Required Loads - () Moments - (ft-) Depth - (ft) Pressure at 1/3 Depth Actual - (psf) Allow - (psf) Vertical Load () Soil Increase D Only D+L+H D+Lr+H D+S+H D+0.750Lr+0.750L+H D+0.750L+0.750S+H D+W+H D-W+H D+0.70E+H Factor

15 Pole Footing Embedded in Soil Lic. #: KW Description : Light Pole Footing Printed: 15 NOV 2017, 4:39PM D-0.70E+H D+0.750Lr+0.750L+0.750W+H D+0.750Lr+0.750L-0.750W+H D+0.750L+0.750S+0.750W+H D+0.750L+0.750S-0.750W+H D+0.750Lr+0.750L E+H D+0.750Lr+0.750L E+H D+0.750L+0.750S E+H D+0.750L+0.750S E+H D+W+H D-W+H D+0.70E+H D-0.70E+H