structural calculations site features

Structural Calculations – Site Features

Casey’s General Store

W. Cottage Grove Rd. & Sandpiper Trail Cottage Grove, WI 53527

___________________

David Balma, P.E. WI PE No. 44512-6

Prepared By: Core States Group

201 S. Maple Ave. Suite 300, Ambler, PA 19002 November 7, 2017

Project #: CGS.23260

Loading and Design

Building Code ........................................ 2009 International Building Code Wind ....................................................... Wind Loads per ASCE 7-05 Wind Speed ..................................... 90 mph (3-second gust) Building Risk Category .................... II Exposure ......................................... C Enclosure Classification .................. Open Internal Pressure Coefficient ........... N/A Seismic .................................................. Seismic Loads per ASCE 7-05 Building Risk Category .................... II Seismic Importance Factor ............. 1.0 Site Class ........................................ D (Assumed) Seismic Design Category ................ B SS / S1 .............................................. 0.107g / 0.044g SDS / SD1 .......................................... 0.114g / 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 .............. 48” below lowest adjacent grade, Minimum. Modulus of Subgrade Reaction ....... N/A Vapor Barrier ................................... Required (see project specifications for thickness) Site Location W. Cottage Grove Rd. & Sandpiper Trail Cottage Grove, WI 53527

Region Map Location Map

Project Name : Cottage Grove, WI - Casey's General Store

Project Location : W. Cottage Grove Rd. & Sandpiper Trail

Cottage Grove, WI 53527

Project Number : CGS.23260

201 S. Maple Ave. Suite 300, Ambler, PA 19002

Wind Design Data Seismic Design Data

Code Reference = ASCE 7-05 Risk Category = II Spectral Response Acceleration Parameters

Ultimate Wind Speed, Vult = 115 mph Seismic Importance Factor = 1.00 Mapped SS = 0.107 g S1 = 0.044 g

Nominal Wind Speed, Vasd = 90 mph Site Class = D Design SDS = 0.114 g SD1 = 0.070 g

Exposure Category = C Seismic Design Category = B Response Modification Coefficient, R = 3.0

Building Risk 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

H1 H2 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) (ft2) (ft) (lbs) (lbs) (lbs) (lbs)

1 No 0.667 0.0 13.583 9.056 6.792 652.0 338.5 203.1 24.8

2 Yes 10.625 13.583 16.583 31.875 15.083 622.1 1,229.2 737.5 23.7

3 No 1.0 16.583 17.25 0.667 16.917 32.0 25.7 15.4 1.2

4 Yes 9.417 17.25 24.667 69.84 20.958 1,403.6 2,898.2 1,738.9 53.4

5 - - - - - - - - - -

6 - - - - - - - - - -

7 - - - - - - - - - -

8 - - - - - - - - - -

Totals = 2,709.7 4,491.6 2,694.9 103.1

Base Moment = 82,015.1 49,209.1 1,665.2

Site Features - Sign Loads

-

-

-

-

W8x24

W8x24

W8x24

W8x24

Steel Column ENERCALC, INC. 1983-2017, Build:10.17.9.30, Ver:10.17.9.30Licensee : CORE STATES GROUPLic. # : KW-06008835

File = P:\CSDVM2~X\CJJ11O~5\AMEPS\SEV10W~K\Calcs\ST7XO2~I.EC6

Description : Sign Columns

Core States Group201 S. Maple Way, Ste. 300Ambler, PA 19002Ph: (215) 367-1320core-eng.com

Project Title: Cottage Grove, WI - Casey's General StoreEngineer: David A. Balma Project ID: CGS.23260

Printed: 8 NOV 2017, 10:07AM

Project Descr:

.Code ReferencesCalculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05Load Combinations Used : IBC 2009General Information

Steel Stress GradeTop Free, Bottom FixedAnalysis Method :

24.667Overall Column Height

ft

Top & Bottom FixityAllowable Strength

Fy : Steel Yieldksi29,000.0ksi

Steel Section Name : W8x24

36.0

ft

E : Elastic Bending ModulusY-Y (depth) axis :

X-X (width) axis :Unbraced Length for X-X Axis buckling = 24.667 ft, K = 2.1

Unbraced Length for Y-Y Axis buckling = 24.667 ft, K = 2.1

Brace condition for deflection (buckling) along columns :

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 592.01 lbs * Dead Load FactorAXIAL LOADS . . .

Section 1: Axial Load at 6.792 ft, D = 0.3260 kSection 2: Axial Load at 15.083 ft, D = 0.3111 kSection 3: Axial Load at 16.917 ft, D = 0.0160 kSection 4: Axial Load at 20.958 ft, D = 0.7018 k

BENDING LOADS . . .Section 1: Lat. Point Load at 6.792 ft creating Mx-x, W = 0.1020, E = 0.0120 kSection 2: Lat. Point Load at 15.083 ft creating Mx-x, W = 0.3690, E = 0.0120 kSection 3: Lat. Point Load at 16.917 ft creating Mx-x, W = 0.0080, E = 0.0010 kSection 4: Lat. Point Load at 20.958 ft creating Mx-x, W = 0.870, E = 0.0270 k

.

X-X Slenderness Ratio kl/r > 200

DESIGN SUMMARY

PASS Max. Axial+Bending Stress Ratio = 0.8002

Location of max.above base 0.0 ft

1.947 k7.139 k

-24.627 k-ft

Load Combination +D+W

Load Combination +D+W

15.395 k-ft

Bending & Shear Check Results

PASS Maximum Shear Stress Ratio =

1.349 k

0.04822 : 1

Location of max.above base 0.0 ftAt maximum location values are . . .

: 1

At maximum location values are . . .

k

41.497 k-ft0.0 k-ft

Pa : AxialPn / Omega : AllowableMa-x : AppliedMn-x / Omega : AllowableMa-y : AppliedMn-y / Omega : Allowable

Va : AppliedVn / Omega : Allowable

Maximum Load Reactions . .

(see tab for all)

Top along X-X 0.0 kBottom along X-X 0.0 kTop along Y-Y 0.0 kBottom along Y-Y 1.349 k

Maximum Load Deflections . . .Along Y-Y 3.068 in at 24.667 ft above base

for load combination :+D+WAlong X-X 0.0 in at 0.0 ft above base

for load combination :

27.977.

Maximum Axial + Bending Stress Ratios Maximum Shear RatiosLoad Combination Stress Ratio Location Stress Ratio Status LocationStatus

Load Combination Results

D Only PASS PASS0.00 0.000 0.00 ftft0.273+D+W PASS PASS0.00 0.048 0.00 ftft0.800+D-W PASS PASS0.00 0.048 0.00 ftft0.800+1.016D+0.70E PASS PASS0.00 0.001 0.00 ftft0.290+1.016D-0.70E PASS PASS0.00 0.001 0.00 ftft0.290+D+0.750W PASS PASS0.00 0.036 0.00 ftft0.668+D-0.750W PASS PASS0.00 0.036 0.00 ftft0.668+1.012D+0.5250E PASS PASS0.00 0.001 0.00 ftft0.285+1.012D-0.5250E PASS PASS0.00 0.001 0.00 ftft0.285







Project Descr:

Maximum Axial + Bending Stress Ratios Maximum Shear RatiosLoad Combination Stress Ratio Location Stress Ratio Status LocationStatus


+0.60D+W PASS PASS0.00 0.048 0.00 ftft0.675+0.60D-W PASS PASS0.00 0.048 0.00 ftft0.675

.k k-ft

Note: Only non-zero reactions are listed.

Load CombinationX-X Axis Reaction Y-Y Axis ReactionAxial Reaction

@ Base @ Top@ Base @ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ TopMx - End Moments My - End Moments

D Only 1.947+D+W 1.947 1.349 -24.627+D-W 1.947 -1.349 24.627+D+0.70E 1.947 0.036 -0.592+D-0.70E 1.947 -0.036 0.592+D+0.750W 1.947 1.012 -18.470+D-0.750W 1.947 -1.012 18.470+D+0.5250E 1.947 0.027 -0.444+D-0.5250E 1.947 -0.027 0.444+0.60D+W 1.168 1.349 -24.627+0.60D-W 1.168 -1.349 24.627+0.60D+0.70E 1.168 0.036 -0.592+0.60D-0.70E 1.168 -0.036 0.592W Only 1.349 -24.627-W -1.349 24.627E Only 0.052 -0.845E Only * -1.0 -0.052 0.845

k k-ftItem

X-X Axis Reaction Y-Y Axis ReactionAxial Reaction@ Base @ Top@ Base @ Base @ Top

Extreme Reactions

Extreme Value @ Base @ Base@ Top @ TopMx - End Moments My - End Moments

MaximumAxial @ Base 1.947Minimum" 1.349 -24.627MaximumReaction, X-X Axis Base 1.947Minimum" 1.947MaximumReaction, Y-Y Axis Base 1.947 1.349 -24.627Minimum" 1.947 -1.349 24.627MaximumReaction, X-X Axis Top 1.947Minimum" 1.947MaximumReaction, Y-Y Axis Top 1.947Minimum" 1.947MaximumMoment, X-X Axis Base 1.947 -1.34924.627 24.627Minimum" 1.947 1.349-24.627 -24.627MaximumMoment, Y-Y Axis Base 1.947Minimum" 1.947MaximumMoment, X-X Axis Top 1.947Minimum" 1.947MaximumMoment, Y-Y Axis Top 1.947Minimum" 1.947

.Maximum Deflections for Load CombinationsMax. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance

D Only 0.0000 0.000 0.000 ftft inin 0.000+D+W 0.0000 3.068 24.667 ftft inin 0.000+D-W 0.0000 -3.068 24.667 ftft inin 0.000+D+0.70E 0.0000 0.071 24.667 ftft inin 0.000+D-0.70E 0.0000 -0.071 24.667 ftft inin 0.000+D+0.750W 0.0000 2.301 24.667 ftft inin 0.000+D-0.750W 0.0000 -2.301 24.667 ftft inin 0.000+D+0.5250E 0.0000 0.053 24.667 ftft inin 0.000+D-0.5250E 0.0000 -0.053 24.667 ftft inin 0.000+0.60D+W 0.0000 3.068 24.667 ftft inin 0.000+0.60D-W 0.0000 -3.068 24.667 ftft inin 0.000







Project Descr:

Maximum Deflections for Load CombinationsMax. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance

+0.60D+0.70E 0.0000 0.071 24.667 ftft inin 0.000+0.60D-0.70E 0.0000 -0.071 24.667 ftft inin 0.000W Only 0.0000 3.068 24.667 ftft inin 0.000-W 0.0000 -3.068 24.667 ftft inin 0.000E Only 0.0000 0.101 24.667 ftft inin 0.000E Only * -1.0 0.0000 -0.100 24.501 ftft inin 0.000

.Steel Section Properties : W8x24

R xx =

1.610

in

Depth = 7.930 in

R yy =

3.420

in Sw = 7.950 in^4K1 = 0.563 in Zy = 8.570 in^3Kdesign = 0.794 in

J = 0.346 in^4

Flange Width = 6.500 inFlange Thick

=0.400 in Zx = 23.100 in^3

Area=

7.080 in^2Weight = 24.000 plf

I xx = 82.70 in^4S xx = 20.90 in^3 Cw = 259.00 in^6Web Thick = 0.245 in

I yy = 18.300 in^4S yy = 5.630 in^3 Wno = 12.200 in^2

Qf = 4.710 in^3rts = 1.810 in Qw = 11.300 in^3Ycg = 0.000 in

rT = 0.000 in

Sketches

General Footing ENERCALC, INC. 1983-2017, Build:10.17.9.30, Ver:10.17.9.30Licensee : CORE STATES GROUPLic. # : KW-06008835


Description : Sign Footing




Project Descr:

Code ReferencesCalculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05Load Combinations Used : IBC 2009General InformationMaterial Properties Soil Design Values

1.50

Analysis Settings

150.0ksiNo

ksfAllowable Soil Bearing ==

3.060.0

3,122.0145.0 = 0.30

Flexure = 0.90Shear =

Values

0.00180

4.0

Soil Passive Resistance (for Sliding)

1.01.0

=

Increases based on footing plan dimension

Add Pedestal Wt for Soil Pressure No:Use Pedestal wt for stability, mom & shear No:

Allowable pressure increase per foot of depth= ksf

when max. length or width is greater than= ft

:

=

Add Ftg Wt for Soil Pressure YesYes:Use ftg wt for stability, moments & shears

when footing base is below ft

pcf

Increase Bearing By Footing Weight= pcf

Min. Overturning Safety Factor=

: 1

Increases based on footing Depth0.750=

Soil/Concrete Friction Coeff.Ec : Concrete Elastic Modulus

Min. Sliding Safety Factor=

=

: 1

Footing base depth below soil surface ft=Allow press. increase per foot of depth ksf

=

=

=

Concrete Density

=

Min Allow % Temp Reinf.

ksif'c : Concrete 28 day strengthfy : Rebar Yield ksi

Min Steel % Bending Reinf.

#

DimensionsWidth parallel to X-X Axis 7.0 ftLength parallel to Z-Z Axis

=8.333 ft

=Pedestal dimensions...

px : parallel to X-X Axis inpz : parallel to Z-Z Axis inHeight =

=in

Footing Thickness=

48.0 in=

Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0

Reinforcing

#

Bars parallel to X-X Axis

Reinforcing Bar Size=

8Number of Bars

=11.0

Bars parallel to Z-Z Axis

Reinforcing Bar Size = 8Number of Bars = 10.0

Bandwidth Distribution Check (ACI 15.4.4.2)Direction Requiring Closer SeparationBars along X-X Axis# Bars required within zone 91.3 %# Bars required on each side of zone 8.7 %

Applied Loads

2.710D Lr

ksf

L SP : Column LoadOB : Overburden =

kW E

M-zzV-x

== k

V-z k2.695 0.1031

M-xx =k-ft=k-ft49.209 1.665

H=







Project Descr:

PASS n/a Sliding - X-X 0.0 k 0.0 k No SlidingPASS 5.558 Sliding - Z-Z 2.695 k 14.978 k +0.60D+W

DESIGN SUMMARY Design OKGoverning Load CombinationMin. Ratio Item Applied Capacity

PASS 0.9640 Soil Bearing 1.446 ksf 1.50 ksf +0.60D-W about X-X axisPASS 1.523 Overturning - X-X 59.989 k-ft 91.351 k-ft +0.60D+WPASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning

PASS n/a Uplift 0.0 k 0.0 k No UpliftPASS 0.001930 Z Flexure (+X) 0.3984 k-ft/ft 206.378 k-ft/ft +1.40DPASS 0.001930 Z Flexure (-X) 0.3984 k-ft/ft 206.378 k-ft/ft +1.40DPASS 0.04118 X Flexure (+Z) 9.179 k-ft/ft 222.917 k-ft/ft +0.90D+1.60WPASS 0.04118 X Flexure (-Z) 9.179 k-ft/ft 222.917 k-ft/ft +0.90D-1.60WPASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/aPASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/aPASS 0.01736 1-way Shear (+Z) 1.426 psi 82.158 psi +0.90D+1.60WPASS 0.01736 1-way Shear (-Z) 1.426 psi 82.158 psi +0.90D-1.60WPASS n/a 2-way Punching 0.8857 psi 82.158 psi +0.90D+1.60W

Detailed Results

Rotation Axis & ZeccXecc Actual Soil Bearing Stress @ Location Actual / AllowSoil Bearing

(in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination...X-X, D Only 1.50 n/a0.6265 0.6265 n/a 0.4180.0n/aX-X, +D+W 1.50 n/a0.0 1.371 n/a 0.91419.70n/aX-X, +D-W 1.50 n/a1.371 0.0 n/a 0.914-19.70n/aX-X, +D+0.70E 1.50 n/a0.6087 0.6442 n/a 0.4300.4775n/aX-X, +D-0.70E 1.50 n/a0.6442 0.6087 n/a 0.430-0.4775n/aX-X, +D+0.750W 1.50 n/a0.07664 1.176 n/a 0.78414.775n/aX-X, +D-0.750W 1.50 n/a1.176 0.07664 n/a 0.784-14.775n/aX-X, +D+0.5250E 1.50 n/a0.6131 0.6398 n/a 0.4270.3582n/aX-X, +D-0.5250E 1.50 n/a0.6398 0.6131 n/a 0.427-0.3582n/aX-X, +0.60D+W 1.50 n/a0.0 1.446 n/a 0.96432.833n/aX-X, +0.60D-W 1.50 n/a1.446 0.0 n/a 0.964-32.833n/aX-X, +0.60D+0.70E 1.50 n/a0.3581 0.3936 n/a 0.2620.7959n/aX-X, +0.60D-0.70E 1.50 n/a0.3936 0.3581 n/a 0.262-0.7959n/aZ-Z, D Only 1.50 0.6265n/a n/a 0.6265 0.418n/a0.0Z-Z, +D+W 1.50 0.6265n/a n/a 0.6265 0.418n/a0.0Z-Z, +D-W 1.50 0.6265n/a n/a 0.6265 0.418n/a0.0Z-Z, +D+0.70E 1.50 0.6265n/a n/a 0.6265 0.418n/a0.0Z-Z, +D-0.70E 1.50 0.6265n/a n/a 0.6265 0.418n/a0.0Z-Z, +D+0.750W 1.50 0.6265n/a n/a 0.6265 0.418n/a0.0Z-Z, +D-0.750W 1.50 0.6265n/a n/a 0.6265 0.418n/a0.0Z-Z, +D+0.5250E 1.50 0.6265n/a n/a 0.6265 0.418n/a0.0Z-Z, +D-0.5250E 1.50 0.6265n/a n/a 0.6265 0.418n/a0.0Z-Z, +0.60D+W 1.50 0.3759n/a n/a 0.3759 0.251n/a0.0Z-Z, +0.60D-W 1.50 0.3759n/a n/a 0.3759 0.251n/a0.0Z-Z, +0.60D+0.70E 1.50 0.3759n/a n/a 0.3759 0.251n/a0.0Z-Z, +0.60D-0.70E 1.50 0.3759n/a n/a 0.3759 0.251n/a0.0

Rotation Axis &Overturning Stability

Load Combination... StatusOverturning Moment Resisting Moment Stability RatioX-X, D Only None 0.0 k-ft Infinity OKX-X, +D+W 59.989 k-ft 152.252 k-ft 2.538 OKX-X, +D+0.70E 1.454 k-ft 152.252 k-ft 104.70 OKX-X, +D+0.750W 44.992 k-ft 152.252 k-ft 3.384 OKX-X, +D+0.5250E 1.091 k-ft 152.252 k-ft 139.60 OKX-X, +0.60D+W 59.989 k-ft 91.351 k-ft 1.523 OKX-X, +0.60D+0.70E 1.454 k-ft 91.351 k-ft 62.820 OKZ-Z, D Only None 0.0 k-ft Infinity OKZ-Z, +D+W None 0.0 k-ft Infinity OKZ-Z, +D+0.70E None 0.0 k-ft Infinity OK







Project Descr:

Rotation Axis &Overturning Stability

Load Combination... StatusOverturning Moment Resisting Moment Stability RatioZ-Z, +D+0.750W None 0.0 k-ft Infinity OKZ-Z, +D+0.5250E None 0.0 k-ft Infinity OKZ-Z, +0.60D+W None 0.0 k-ft Infinity OKZ-Z, +0.60D+0.70E None 0.0 k-ft Infinity OK

Force Application AxisSliding Stability All units k

Load Combination... StatusSliding Force Resisting Force Stability RatioX-X, D Only 0.0 k 20.962 k No Sliding OKX-X, +D+W 0.0 k 20.962 k No Sliding OKX-X, +D+0.70E 0.0 k 20.962 k No Sliding OKX-X, +D+0.750W 0.0 k 20.962 k No Sliding OKX-X, +D+0.5250E 0.0 k 20.962 k No Sliding OKX-X, +0.60D+W 0.0 k 16.577 k No Sliding OKX-X, +0.60D+0.70E 0.0 k 16.577 k No Sliding OKZ-Z, D Only 0.0 k 19.363 k No Sliding OKZ-Z, +D+W 2.695 k 19.363 k 7.185 OKZ-Z, +D+0.70E 0.07217 k 19.363 k 268.291 OKZ-Z, +D+0.750W 2.021 k 19.363 k 9.580 OKZ-Z, +D+0.5250E 0.05413 k 19.363 k 357.722 OKZ-Z, +0.60D+W 2.695 k 14.978 k 5.558 OKZ-Z, +0.60D+0.70E 0.07217 k 14.978 k 207.532 OK

Flexure Axis & Load Combination in^2 in^2 in^2 k-ftAs Req'd

Footing FlexureTension

k-ftActual As StatusMu Side

SurfaceGvrn. As Phi*Mn

X-X, +1.40D 0.5646 +Z Bottom 1.0368 Min Temp % 1.129 222.917 OKX-X, +1.40D 0.5646 -Z Bottom 1.0368 Min Temp % 1.129 222.917 OKX-X, +1.20D 0.4839 +Z Bottom 1.0368 Min Temp % 1.129 222.917 OKX-X, +1.20D 0.4839 -Z Bottom 1.0368 Min Temp % 1.129 222.917 OKX-X, +1.20D+0.80W 3.912 +Z Bottom 1.0368 Min Temp % 1.129 222.917 OKX-X, +1.20D+0.80W 2.944 -Z Top 1.0368 Min Temp % 1.129 222.917 OKX-X, +1.20D-0.80W 2.944 +Z Top 1.0368 Min Temp % 1.129 222.917 OKX-X, +1.20D-0.80W 3.912 -Z Bottom 1.0368 Min Temp % 1.129 222.917 OKX-X, +1.20D+1.60W 7.997 +Z Bottom 1.0368 Min Temp % 1.129 222.917 OKX-X, +1.20D+1.60W 5.714 -Z Top 1.0368 Min Temp % 1.129 222.917 OKX-X, +1.20D-1.60W 5.714 +Z Top 1.0368 Min Temp % 1.129 222.917 OKX-X, +1.20D-1.60W 7.997 -Z Bottom 1.0368 Min Temp % 1.129 222.917 OKX-X, +1.223D+E 0.6415 +Z Bottom 1.0368 Min Temp % 1.129 222.917 OKX-X, +1.223D+E 0.3447 -Z Bottom 1.0368 Min Temp % 1.129 222.917 OKX-X, +1.223D-E 0.3447 +Z Bottom 1.0368 Min Temp % 1.129 222.917 OKX-X, +1.223D-E 0.6415 -Z Bottom 1.0368 Min Temp % 1.129 222.917 OKX-X, +0.90D+1.60W 9.179 +Z Bottom 1.0368 Min Temp % 1.129 222.917 OKX-X, +0.90D+1.60W 4.531 -Z Top 1.0368 Min Temp % 1.129 222.917 OKX-X, +0.90D-1.60W 4.531 +Z Top 1.0368 Min Temp % 1.129 222.917 OKX-X, +0.90D-1.60W 9.179 -Z Bottom 1.0368 Min Temp % 1.129 222.917 OKX-X, +0.8772D+E 0.5021 +Z Bottom 1.0368 Min Temp % 1.129 222.917 OKX-X, +0.8772D+E 0.2054 -Z Bottom 1.0368 Min Temp % 1.129 222.917 OKX-X, +0.8772D-E 0.2054 +Z Bottom 1.0368 Min Temp % 1.129 222.917 OKX-X, +0.8772D-E 0.5021 -Z Bottom 1.0368 Min Temp % 1.129 222.917 OKZ-Z, +1.40D 0.3984 -X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +1.40D 0.3984 +X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +1.20D 0.3415 -X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +1.20D 0.3415 +X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +1.20D+0.80W 0.3415 -X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +1.20D+0.80W 0.3415 +X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +1.20D-0.80W 0.3415 -X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +1.20D-0.80W 0.3415 +X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +1.20D+1.60W 0.3415 -X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +1.20D+1.60W 0.3415 +X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +1.20D-1.60W 0.3415 -X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +1.20D-1.60W 0.3415 +X Bottom 1.0368 Min Temp % 1.043 206.378 OK







Project Descr:

Flexure Axis & Load Combination in^2 in^2 in^2 k-ftAs Req'd

Footing FlexureTension

k-ftActual As StatusMu Side

SurfaceGvrn. As Phi*Mn

Z-Z, +1.223D+E 0.3480 -X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +1.223D+E 0.3480 +X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +1.223D-E 0.3480 -X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +1.223D-E 0.3480 +X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +0.90D+1.60W 0.2561 -X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +0.90D+1.60W 0.2561 +X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +0.90D-1.60W 0.2561 -X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +0.90D-1.60W 0.2561 +X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +0.8772D+E 0.2496 -X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +0.8772D+E 0.2496 +X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +0.8772D-E 0.2496 -X Bottom 1.0368 Min Temp % 1.043 206.378 OKZ-Z, +0.8772D-E 0.2496 +X Bottom 1.0368 Min Temp % 1.043 206.378 OKOne Way Shear

Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status+1.40D 0.00 0.00 0.05 0.05 0.05 82.16 0.00psipsipsipsipsipsi 0.00+1.20D 0.00 0.00 0.04 0.04 0.04 82.16 0.00psipsipsipsipsipsi 0.00+1.20D+0.80W 0.00 0.00 0.39 0.48 0.48 82.16 0.01psipsipsipsipsipsi 0.00+1.20D-0.80W 0.00 0.00 0.48 0.39 0.48 82.16 0.01psipsipsipsipsipsi 0.00+1.20D+1.60W 0.00 0.00 0.54 1.04 1.04 82.16 0.01psipsipsipsipsipsi 0.00+1.20D-1.60W 0.00 0.00 1.04 0.54 1.04 82.16 0.01psipsipsipsipsipsi 0.00+1.223D+E 0.00 0.00 0.03 0.06 0.06 82.16 0.00psipsipsipsipsipsi 0.00+1.223D-E 0.00 0.00 0.06 0.03 0.06 82.16 0.00psipsipsipsipsipsi 0.00+0.90D+1.60W 0.00 0.00 0.40 1.43 1.43 82.16 0.02psipsipsipsipsipsi 0.00+0.90D-1.60W 0.00 0.00 1.43 0.40 1.43 82.16 0.02psipsipsipsipsipsi 0.00+0.8772D+E 0.00 0.00 0.01 0.05 0.05 82.16 0.00psipsipsipsipsipsi 0.00+0.8772D-E 0.00 0.00 0.05 0.01 0.05 82.16 0.00psipsipsipsipsipsi 0.00

Vu / Phi*VnTwo-Way "Punching" Shear All units k

StatusVu Phi*VnLoad Combination...+1.40D 0.35 164.32 0.002142 OKpsipsi+1.20D 0.30 164.32 0.001836 OKpsipsi+1.20D+0.80W 0.30 164.32 0.001836 OKpsipsi+1.20D-0.80W 0.30 164.32 0.001836 OKpsipsi+1.20D+1.60W 0.52 164.32 0.003164 OKpsipsi+1.20D-1.60W 0.52 164.32 0.003164 OKpsipsi+1.223D+E 0.31 164.32 0.001871 OKpsipsi+1.223D-E 0.31 164.32 0.001871 OKpsipsi+0.90D+1.60W 0.89 164.32 0.00539 OKpsipsi+0.90D-1.60W 0.89 164.32 0.00539 OKpsipsi+0.8772D+E 0.22 164.32 0.001342 OKpsipsi+0.8772D-E 0.22 164.32 0.001342 OKpsipsi

16 in

11 in

Z

X

1

2

3

4

Plain Base Plate ConnectionBase Plate ThicknessBase Plate FyBearing Surface FpAnchor Bolt DiameterAnchor Bolt MaterialAnchor Bolt FuColumn ShapeSteel CodeConcrete Code

: 1.25 in: 36. ksi: 3.06 ksi: 1.25 in: F1554-36 : 58. ksi: W8x24 : AISC 13th:LRFD: ACI 318-08

Casey's - Edgerton, WI - Sign Base PlateBearing Pressure

Maximum BearingMax/Allowable Ratio

2.667

(ksi)

0.

2.667 ksi.871 IBC 16-6

(ABIF = 1.000)

Base Plate Stress Maximum StressMax/Allowable Ratio

39.992

(ksi)

.039

39.992 ksi.823 IBC 16-3 (b)

(ASIF = 1.000)

Anchor BoltsBolt X (in) Z (in) Tens.(k) Vx (k) Vz (k) Fnt (ksi) ft (ksi) Fnv (ksi) fv (ksi) Unity Combination

1 3.5 6. 22.407 0. 0. 32.6 18.262 17.4 N.A. .56 (T) IBC 16-6 (6)2 -3.5 6. 22.407 0. 0. 32.6 18.262 17.4 N.A. .56 (T) IBC 16-6 (6)3 3.5 -6. 0. 0. 0. 32.6 0. 17.4 N.A. 0. (T) IBC 16-1 (1)4 -3.5 -6. 0. 0. 0. 32.6 0. 17.4 N.A. 0. (T) IBC 16-1 (1)

Note: Fnt and Fnv shown above include phi factors.

LoadsP (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-ft)

DLWLEL

1.35524.605.918

Anchor Bolt Embed Capacity Results

Note: All capacities shown include phi factors

Single Bolt Tension Envelope ResultsLC Bolt Tens.(k) Nsa(k) Ncb(k) Npn(k) Nsb(k) Unity Ductility Load(k) Steel(in2)6 1 22.407 42.151 58.978 30.576 0. .733 N.A. 0. 0.

Single Bolt Vx Envelope ResultsLC Bolt Vx (k) Vz (k) Vsa(k) VcbXx(k) VcbXz(k) VcbZz(k) VcbZx(k) Vcp (k) VxUnity VzUnity1 1 0. 0. 17.535 70.913 92.621 37.482 85.617 110.092 0. 0.

Seismic Ductility & Anchor Reinforcement ResultsLC Bolt Vx (k) Vz (k) VxUnity VzUnity Vx-Duct Vx-L(k) Vx-St(in2) Vz-Duct Vz-L(k) Vz-St(in2)1 1 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0.

Single Bolt Vz Envelope ResultsLC Bolt Vx (k) Vz (k) Vsa(k) VcbXx(k) VcbXz(k) VcbZz(k) VcbZx(k) Vcp (k) VxUnity VzUnity1 1 0. 0. 17.535 70.913 92.621 37.482 85.617 110.092 0. 0.

Seismic Ductility & Anchor Reinforcement ResultsLC Bolt Vx (k) Vz (k) VxUnity VzUnity Vx-Duct Vx-L(k) Vx-St(in2) Vz-Duct Vz-L(k) Vz-St(in2)1 1 0. 0. 0. 0. N.A. 0. 0. N.A. 0. 0.

Single Bolt: Combined Tension and Shear Capacity Envelope ResultsLC Bolt Nn(k) Vnx(k) Vnz(k) SRSS Interaction1 1 30.576 17.535 17.535 0. N.A.

Group Bolt: Tension Capacity Envelope ResultsLC Group Tens.(k) Nsa.(k) Ncb.(k) Nsb.(k) Unity Ductility Load(k) Steel(in^2)6 T-1 44.814 168.606 70.922 0. .632 N.A. 0. 0.

Project Name : Cottage Grove, WI - Casey's General Store

Project Location : W. Cottage Grove Rd. & Sandpiper Trail

Cottage Grove, WI 53527

Project Number : CGS.23260

201 S. Maple Ave. Suite 300, Ambler, PA 19002

Wind Design Data Seismic Design Data

Code Reference = ASCE 7-05 Risk Category = II Spectral Response Acceleration Parameters

Ultimate Wind Speed, Vult = 115 mph Seismic Importance Factor = 1.00 Mapped SS = 0.107 g S1 = 0.044 g

Nominal Wind Speed, Vasd = 90 mph Site Class = D Design SDS = 0.114 g SD1 = 0.070 g

Exposure Category = C Seismic Design Category = B Response Modification Coefficient, R = 3.0

Building Risk 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

H1 H2 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) (ft2) (ft) (lbs) (lbs) (lbs) (lbs)

1 Yes 2.0 0.0 1.5 3.0 0.75 54.7 91.4 54.8 2.1

2 No 0.333 1.5 16.0 4.833 8.75 93.5 183.4 110.1 3.6

3 Yes 2.0 16.0 16.5 1.0 16.25 27.0 39.2 23.5 1.0

Totals = 175.2 314.0 188.4 6.7

Base Moment = 2,310.5 1,386.3 49.4

HSS 4x4x1/8

HSS 4x4x1/8

W8x24

Site Features - Light Pole Loads

Pole Footing Embedded in Soil ENERCALC, INC. 1983-2017, Build:10.17.9.30, Ver:10.17.9.30

Licensee : CORE STATES GROUPLic. # : KW-06008835


Description : Light Pole Footing

Core States Group

201 S. Maple Way, Ste. 300

Ambler, PA 19002

Ph: (215) 367-1320

core-eng.com


Printed: 15 NOV 2017, 4:39PM

Project Descr:

Code References

Calculations per IBC 2009 1807.3, CBC 2010, ASCE 7-05

Load Combinations Used : IBC 2009

General InformationCircular

24.0

150.01,500.0

No Lateral Restraint at Ground Surface

Pole Footing ShapePole Footing Diameter . . . . . . . . . . . in

Allow Passive . . . . . . . . . . . . . . . . . . . . . . pcf

Max Passive . . . . . . . . . . . . . . . . . . . . . . psf

Calculate Min. Depth for Allowable Pressures

+D+W+HGoverning Load Combination :

Lateral Load 0.1885Moment 1.387 k-ft

Minimum Required Depth 3.750 ft

k

NO Ground Surface Restraint

Pressures at 1/3 Depth

Actual 185.814 psf

Allowable 186.780 psf

Controlling Values

ft^2Footing Base Area 3.142

Maximum Soil Pressure 0.05666 ksf

k

k

k

0.1752

k

k0.00760 0.0470

Applied Loads

k

Lateral Concentrated Load (k)

D : Dead Load

L : Live

Lr : Roof Live

S : Snow

W : Wind

E : Earthquake

H : Lateral Earth

Load distance above

0.0

0.0

0.0

k

k

k

k

k

k

k

ft

Lateral Distributed Loads (klf)

TOP of Load above ground surface

BOTTOM of Load above ground surface

0.03653

0.00140

1.50

0.0

k/ft

k/ft

k/ft

k/ft

k/ft

k/ft

k/ft

ft16.0 16.50ground surface

ft1.50 16.0

Vertical Load (k)

k0.00020 0.00210


Factor

Soil IncreaseForces @ Ground Surface

Load Combination

Required

Loads - (k) Moments - (ft-k) Depth - (ft)

Pressure at 1/3 Depth

Allow - (psf)Actual - (psf)

0.00.000 0.000D Only 0.13 1.0000.0

0.00.000 0.000+D+L+H 0.13 1.0000.0

0.00.000 0.000+D+Lr+H 0.13 1.0000.0

0.00.000 0.000+D+S+H 0.13 1.0000.0

0.00.000 0.000+D+0.750Lr+0.750L+H 0.13 1.0000.0

0.00.000 0.000+D+0.750L+0.750S+H 0.13 1.0000.0

185.80.188 1.387+D+W+H 3.75 1.000186.8

185.80.188 1.387+D-W+H 3.75 1.000186.8

47.10.004 0.031+1.016D+0.70E+H 1.00 1.00048.4

Pole Footing Embedded in Soil ENERCALC, INC. 1983-2017, Build:10.17.9.30, Ver:10.17.9.30

Licensee : CORE STATES GROUPLic. # : KW-06008835


Description : Light Pole Footing

Core States Group

201 S. Maple Way, Ste. 300

Ambler, PA 19002

Ph: (215) 367-1320

core-eng.com


Printed: 15 NOV 2017, 4:39PM

Project Descr:

47.10.004 0.031+1.016D-0.70E+H 1.00 1.00048.4

167.10.141 1.040+D+0.750Lr+0.750L+0.750W+H 3.38 1.000167.8

167.10.141 1.040+D+0.750Lr+0.750L-0.750W+H 3.38 1.000167.8

167.10.141 1.040+D+0.750L+0.750S+0.750W+H 3.38 1.000167.8

167.10.141 1.040+D+0.750L+0.750S-0.750W+H 3.38 1.000167.8

42.70.003 0.023+1.012D+0.750Lr+0.750L+0.5250E+H 1.00 1.00043.8

42.70.003 0.023+1.012D+0.750Lr+0.750L-0.5250E+H 1.00 1.00043.8

42.70.003 0.023+1.012D+0.750L+0.750S+0.5250E+H 1.00 1.00043.8

42.70.003 0.023+1.012D+0.750L+0.750S-0.5250E+H 1.00 1.00043.8

185.80.188 1.387+0.60D+W+H 3.75 1.000186.8

185.80.188 1.387+0.60D-W+H 3.75 1.000186.8

47.10.004 0.031+0.5840D+0.70E+H 1.00 1.00048.4

47.10.004 0.031+0.5840D-0.70E+H 1.00 1.00048.4

structural calculations site features

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