Structural Calculations - Wisconsin
Transcript of Structural Calculations - Wisconsin
Structural Calculations
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 Ground Floor Loads Live Load ......................................... 100 psf Dead Load ....................................... 75 psf Roof Loads Live Load ......................................... 20 psf (with modifications for slope and tributary area) Dead Load ....................................... 25 psf Wind ....................................................... Wind Loads per ASCE 7-05 Basic Wind Speed ........................... 90 mph (3-second gust) Building Risk Category .................... II Exposure ......................................... C Enclosure Classification .................. Enclosed Internal Pressure Coefficient ........... ±0.18 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 Fa/Fv ................................................ 1.6 / 2.4 Basic Seismic Force Resisting System ............................ Light-Framed Walls Sheathed w/ Structural Panels Rated For
Shear Resistance Analysis Procedure ......................... Equivalent Lateral Force Procedure Design Base Shear ......................... (See Calculations) Snow Loads ........................................... Snow Loads per ASCE 7-05 Ground Snow Load ......................... 30.0 psf Flat Roof Snow Load ....................... 21.0 psf Sloped Roof Snow Load ................. 21.0 psf Snow Exposure Factor, Ce .............. 1.0 Snow Load Importance Factor, I ..... 1.0 Thermal Coefficient, Ct .................... 1.0 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) Serviceability (IBC Table 1604.3) Roof Members Dead Load + Live Load ............ L/180 Live Load .................................. L/240 Wind .......................................... L/240 Wall Members Snow ......................................... L/360
Site Location W. Cottage Grove Rd. & Sandpiper Trail Cottage Grove, WI 53527
Region Map Location Map
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Core States Group201 S. Maple Ave. Ste. 300Ambler, PA 19002
Casey's General StoreW. Cottage Grove Rd. &
Sandpiper TrailCottage Grove, WI 53527
Project #: CGS.23260Date: 11/6/2017
Calculations by: BNR
DESIGN CRITERIA:
2009 International Building Code1.
ASCE 7-052.
Exposure Category C3.
Enclosed4.
Main roof slope is 6 on 12 or 26.6 degrees5.
CONSTANTS:
k 1000 lb⋅:= plflb
ft:= psf
lb
ft2
:= pcflb
ft3
:= psilb
in2
:= ksik
in2
:= ksfk
ft2
:=
WIND LOADS PER ASCE-7:
Basic Wind Speed (3-sec gust): V 90:=
Mean Roof Height: h 19.0ft:= (Table 6-2, p. 78, 15 ft. min. for Exposure C)
Importance Factor: Iw 1.0:= (Table 6-1, p. 77)
Wind Directionality Factor: Kd 0.85:= (Table 6-4, p. 80)
Velocity Press. Exposure Coeff.: Kz 0.85:= (Table 6-3, p. 79)
Topographic Factor: Kzt 1.0:= (§ 6.5.7.2)
Gust Effect Factor: G 0.85:= (§ 6.5.8)
Internal Pressure Coefficient: GCpi 0.18:= (Figure 6-5, p. 47)
Velocity Pressure: qh 0.00256 Kz⋅ Kzt⋅ Kd⋅ V2⋅ Iw⋅ psf⋅ 14.98 psf⋅=:=
Width of Pressure Coefficient Zone:
Least Horizontal Dimension: width 49.67ft:=
Width of Press. Coeff. Zone: a max min 0.10 width⋅ 0.4 h⋅, ( ) 0.04 width⋅, 3ft, ( ):= a 4.97 ft=
Minimum Wind Pressures:
MWFRS Min. Wind Pressure: pMWFRSmin 10psf:= (§ 6.1.4.1)
C&C Min. Wind Pressure: pCCmin 10psf:= (§ 6.1.4.2)
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Core States Group201 S. Maple Ave. Ste. 300Ambler, PA 19002
Casey's General StoreW. Cottage Grove Rd. &
Sandpiper TrailCottage Grove, WI 53527
Project #: CGS.23260Date: 11/6/2017
Calculations by: BNR
Main Wind Force Resisting System (MWFRS) - Method 2:
(Figure 6-10, Low-rise Walls & Roofs, h<= 60 ft.)
Building Surface 1:
External Pressure Coefficient: GCpf 0.56:=
Design Wind Pressure: p qh GCpf GCpi+( )⋅ GCpf 0>if
qh GCpf GCpi−( )⋅ otherwise
:=
p1 pMWFRSmin p pMWFRSmin<if
p otherwise
11.09 psf⋅=:=
Building Surface 2:
External Pressure Coefficient: GCpf 0.69−:=
Design Wind Pressure: p qh GCpf GCpi+( )⋅ GCpf 0>if
qh GCpf GCpi−( )⋅ otherwise
:=
p2 pMWFRSmin p pMWFRSmin<if
p otherwise
13.03− psf⋅=:=
Building Surface 3:
External Pressure Coefficient: GCpf 0.48−:=
Design Wind Pressure: p qh GCpf GCpi+( )⋅ GCpf 0>if
qh GCpf GCpi−( )⋅ otherwise
:=
p3 pMWFRSmin p pMWFRSmin<if
p otherwise
10.00 psf⋅=:=
Building Surface 4:
External Pressure Coefficient: GCpf 0.43−:=
Design Wind Pressure: p qh GCpf GCpi+( )⋅ GCpf 0>if
qh GCpf GCpi−( )⋅ otherwise
:=
p4 pMWFRSmin p pMWFRSmin<if
p otherwise
10.00 psf⋅=:=
Building Surface 5:
External Pressure Coefficient: GCpf 0.45−:=
Design Wind Pressure: p qh GCpf GCpi+( )⋅ GCpf 0>if
qh GCpf GCpi−( )⋅ otherwise
:=
p5 pMWFRSmin p pMWFRSmin<if
p otherwise
10.00 psf⋅=:=
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Core States Group201 S. Maple Ave. Ste. 300Ambler, PA 19002
Casey's General StoreW. Cottage Grove Rd. &
Sandpiper TrailCottage Grove, WI 53527
Project #: CGS.23260Date: 11/6/2017
Calculations by: BNR
Building Surface 6:
External Pressure Coefficient: GCpf 0.45−:=
Design Wind Pressure: p qh GCpf GCpi+( )⋅ GCpf 0>if
qh GCpf GCpi−( )⋅ otherwise
:=
p6 pMWFRSmin p pMWFRSmin<if
p otherwise
10.00 psf⋅=:=
Building Surface 1E:
External Pressure Coefficient: GCpf 0.80:=
Design Wind Pressure: p qh GCpf GCpi+( )⋅ GCpf 0>if
qh GCpf GCpi−( )⋅ otherwise
:=
p1E pMWFRSmin p pMWFRSmin<if
p otherwise
14.68 psf⋅=:=
Building Surface 2E:
External Pressure Coefficient: GCpf 1.07−:=
Design Wind Pressure: p qh GCpf GCpi+( )⋅ GCpf 0>if
qh GCpf GCpi−( )⋅ otherwise
:=
p2E pMWFRSmin p pMWFRSmin<if
p otherwise
18.73− psf⋅=:=
Building Surface 3E:
External Pressure Coefficient: GCpf 0.69−:=
Design Wind Pressure: p qh GCpf GCpi+( )⋅ GCpf 0>if
qh GCpf GCpi−( )⋅ otherwise
:=
p3E pMWFRSmin p pMWFRSmin<if
p otherwise
13.03− psf⋅=:=
Building Surface 4E:
External Pressure Coefficient: GCpf 0.64−:=
Design Wind Pressure: p qh GCpf GCpi+( )⋅ GCpf 0>if
qh GCpf GCpi−( )⋅ otherwise
:=
p4E pMWFRSmin p pMWFRSmin<if
p otherwise
12.29− psf⋅=:=
Page 3 of 5
Core States Group201 S. Maple Ave. Ste. 300Ambler, PA 19002
Casey's General StoreW. Cottage Grove Rd. &
Sandpiper TrailCottage Grove, WI 53527
Project #: CGS.23260Date: 11/6/2017
Calculations by: BNR
Componenets & Cladding Wind Pressures: (Gable/Hip with 7° < θ < 27°)
Positive Roof Pressures (Zones 1-3):
Effective Area = 10 ft2: GCp 0.50:= pf10 qh GCp GCpi+( )⋅ 10.19 psf⋅=:=
Effective Area = 20 ft2: GCp 0.45:= pf20 qh GCp GCpi+( )⋅ 9.44 psf⋅=:=
Effective Area = 50 ft2: GCp 0.35:= pf50 qh GCp GCpi+( )⋅ 7.94 psf⋅=:=
Effective Area = 100 ft2: GCp 0.30:= pf100 qh GCp GCpi+( )⋅ 7.19 psf⋅=:=
Negative Roof Pressures:
Zone 1 (Roof Field):
Effective Area = 10 ft2: GCp 0.90−:= pf10 qh GCp GCpi−( )⋅ 16.18− psf⋅=:=
Effective Area = 20 ft2: GCp 0.87−:= pf20 qh GCp GCpi−( )⋅ 15.73− psf⋅=:=
Effective Area = 50 ft2: GCp 0.83−:= pf50 qh GCp GCpi−( )⋅ 15.13− psf⋅=:=
Effective Area = 100 ft2: GCp 0.80−:= pf100 qh GCp GCpi−( )⋅ 14.68− psf⋅=:=
Zone 2 (Roof Edge):
Effective Area = 10 ft2: GCp 1.7−:= pe10 qh GCp GCpi−( )⋅ 28.17− psf⋅=:=
Effective Area = 20 ft2: GCp 1.6−:= pe20 qh GCp GCpi−( )⋅ 26.67− psf⋅=:=
Effective Area = 50 ft2: GCp 1.4−:= pe50 qh GCp GCpi−( )⋅ 23.67− psf⋅=:=
Effective Area = 100 ft2: GCp 1.2−:= pe100 qh GCp GCpi−( )⋅ 20.67− psf⋅=:=
Zone 3 (Roof Corner):
Effective Area = 10 ft2: GCp 2.6−:= pc10 qh GCp GCpi−( )⋅ 41.65− psf⋅=:=
Effective Area = 20 ft2: GCp 2.4−:= pc20 qh GCp GCpi−( )⋅ 38.65− psf⋅=:=
Effective Area = 50 ft2: GCp 2.2−:= pc50 qh GCp GCpi−( )⋅ 35.66− psf⋅=:=
Effective Area = 100 ft2: GCp 2.0−:= pc100 qh GCp GCpi−( )⋅ 32.66− psf⋅=:=
Page 4 of 5
Core States Group201 S. Maple Ave. Ste. 300Ambler, PA 19002
Casey's General StoreW. Cottage Grove Rd. &
Sandpiper TrailCottage Grove, WI 53527
Project #: CGS.23260Date: 11/6/2017
Calculations by: BNR
Positive Wall Pressures (Zones 4-5):
Effective Area = 10 ft2: GCp 1.0:= pwc10 qh GCp GCpi+( )⋅ 17.68 psf⋅=:=
Effective Area = 20 ft2: GCp 0.95:= pwc20 qh GCp GCpi+( )⋅ 16.93 psf⋅=:=
Effective Area = 50 ft2: GCp 0.90:= pwc50 qh GCp GCpi+( )⋅ 16.18 psf⋅=:=
Effective Area = 100 ft2: GCp 0.85:= pwc100 qh GCp GCpi+( )⋅ 15.43 psf⋅=:=
Effective Area = 500 ft2: GCp 0.70:= pwc500 qh GCp GCpi+( )⋅ 13.18 psf⋅=:=
Negative Wall Pressures:
Zone 4 (Wall Edge):
Effective Area = 10 ft2: GCp 1.1−:= pwe10 qh GCp GCpi−( )⋅ 19.18− psf⋅=:=
Effective Area = 20 ft2: GCp 1.05−:= pwe20 qh GCp GCpi−( )⋅ 18.43− psf⋅=:=
Effective Area = 50 ft2: GCp 1.0−:= pwe50 qh GCp GCpi−( )⋅ 17.68− psf⋅=:=
Effective Area = 100 ft2: GCp 0.95−:= pwe100 qh GCp GCpi−( )⋅ 16.93− psf⋅=:=
Effective Area = 500 ft2: GCp 0.80−:= pwe500 qh GCp GCpi−( )⋅ 14.68− psf⋅=:=
Zone 5 (Wall Corner):
Effective Area = 10 ft2: GCp 1.4−:= pwc10 qh GCp GCpi−( )⋅ 23.67− psf⋅=:=
Effective Area = 20 ft2: GCp 1.3−:= pwc20 qh GCp GCpi−( )⋅ 22.17− psf⋅=:=
Effective Area = 50 ft2: GCp 1.15−:= pwc50 qh GCp GCpi−( )⋅ 19.93− psf⋅=:=
Effective Area = 100 ft2: GCp 1.05−:= pwc100 qh GCp GCpi−( )⋅ 18.43− psf⋅=:=
Effective Area = 500 ft2: GCp 0.8−:= pwc500 qh GCp GCpi−( )⋅ 14.68− psf⋅=:=
Page 5 of 5
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ASCE Snow Loads 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\CA2RXF~9.EC6
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: 6 NOV 2017, 2:05PM
Project Descr:
Flat Roof Snow LoadsDescription : Main Flat Roof per ASCE 7-05, Chapter 7
Ground Snow Load, per Fig 7-1 30.00C (see ASCE 7-05 Section 6.5.6)Terrain Category
Partially ExposedExposure of Roof1.00Ce : Exposure Factor, Table 7-2
Ct : Thermal Factor 1.0 : All not otherwise definedOccupancy, per Table 1-1 II
Importance Factor, Table 7-4 1.00
Roof Slope, Sec .7.3.4 2.39
20.00 psf
W : Horiz. Distance from eave to ridge 20.83 ft
pf, Minimum requiredpf, Calculated Snow Load per Equation 7-1 21.00
psf
psf
MonoslopeRoof Configuration
pf, Design Snow Load Max(pf min, pf calc) 21.00psf
Description : Main Pitched Roof per ASCE 7-05, Chapter 7Ground Snow Load, per Fig 7-1 30.00
C (see ASCE 7-05 Section 6.5.6)Terrain CategoryPartially ExposedExposure of Roof
1.00Ce : Exposure Factor, Table 7-2Ct : Thermal Factor 1.0 : All not otherwise definedOccupancy, per Table 1-1 II
Importance Factor, Table 7-4 1.00
Roof Slope, Sec .7.3.4 26.57
0.00 psf
W : Horiz. Distance from eave to ridge 22.75 ft
pf, Minimum requiredpf, Calculated Snow Load per Equation 7-1 21.00
psf
psf
Hip and gableRoof Configuration
pf, Design Snow Load Max(pf min, pf calc) 21.00psf
Sloped Roof Snow LoadsDescription : Hip Roof Snow Load per ASCE 7-05, Chapter 7
pf : Snow Load 21.001.00Thermal Factor
26.57Slope
Unobstructed & Slippery ? NoCs 1.00
21.00 psfps, Calculated Sloped Roof Snow Load
psf
Snow Drifts on Lower RoofsDescription : Mechanical Well per ASCE 7-05, Chapter 7
Balanced Snow Load 21.0030.00 psfGround Snow Load27.00 ftlu - upper
hd : leeward 1.74 fthd : windward 1.11 fthd : Max 1.74 fthd : Design 1.74 ftpd : Max Drift Only 31.22 psfpd + Balanced 52.22 psfW : Drift Width 6.98 ft
Total Snow Load @ End of Drift psf21.00
lu-lower 21.00 ft8.00 ft
pcfHeight of Roof StepSnow Density 17.90hb : Balanced 1.17 ft
6.83 fthc : Step Height - hb5.82hc / hb
psf
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ASCE Seismic Base Shear 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\CA2RXF~9.EC6
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: 6 NOV 2017, 2:30PM
Project Descr:
Occupancy CategoryASCE 7-05, Page 3, Table 1-1
Calculations per ASCE 7-05
"II" : All Buildings and other structures except those listed as Category I, III, and IVOccupancy Category of Building or Other Structure :
Occupancy Importance Factor = 1 ASCE 7-05, Page 116, Table 11.5-1
USER DEFINED Ground Motion ASCE 7-05 9.4.1.1Max. Ground Motions, 5% Damping :
S = 0.1070S g, 0.2 sec responseS 0.04401 g, 1.0 sec response=
Site Class, Site Coeff. and Design CategorySite Classification ASCE 7-05 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec = DSite Coefficients Fa & Fv ASCE 7-05 Table 11.4-1 & 11.4-2
(using straight-line interpolation from table values)Fa = 1.60Fv = 2.40
Maximum Considered Earthquake Acceleration ASCE 7-05 Table 11.4-1S = Fa * Ss 0.171=MSS = Fv * S1 = 0.106M1 ASCE 7-05 Table 11.4-2
Design Spectral Acceleration ASCE 7-05 Table 11.4-3S = S * 2/3 = 0.114DS MS= 0.070 ASCE 7-05 Table 11.4-4S = S * 2/3D1 M1
Seismic Design Category ASCE 7-05 Table 11.6-1= BResisting System ASCE 7-05 Table 12.2-1
Basic Seismic Force Resisting System . . . Bearing Wall SystemsLight-framed walls sheathed w/wood structural panels rated for shear resistance or steel sheets.
NOTE! See ASCE 7-05 for all applicable footnotes.
Building height Limits :Response Modification Coefficient " R " = 6.50Category "A & B" Limit: No LimitSystem Overstrength Factor " Wo " = 3.00Category "C" Limit: No LimitDeflection Amplification Factor " Cd " = 4.00 Category "D" Limit: Limit = 65Category "E" Limit: Limit = 65Category "F" Limit: Limit = 65
Lateral Force Procedure ASCE 7-05 Section 12.8
Equivalent Lateral Force ProcedureThe "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-05 12.8
Use ASCE 12.8-7Determine Building PeriodStructure Type for Building Period Calculation : All Other Structural Systems
" Ct " value 0.020=" x " value
" hn " : Height from base to highest level = 25.0 ft
" Ta " Approximate fundemental period using Eq. 12.8-7 :12.000"TL" : Long-period transition period per ASCE 7-05 Maps 22-15 -> 22-20 sec
Ta = Ct * (hn ^ x) = 0.2240.75
sec=
Building Period " Ta " Calculated from Approximate Method selected = 0.224 sec
" Cs " Response Coefficient ASCE 7-05 Section 12.8.1.1S : Short Period Design Spectral Response 0.114" R " : Response Modification Factor 6.50" I " : Occupancy Importance Factor = 1
0.018From Eq. 12.8-2, Preliminary Cs =0.048From Eq. 12.8-3 & 12.8-4 , Cs need not exceed =
From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.010
DS
=Cs : Seismic Response Coefficient = 0.0176
==
Seismic Base Shear ASCE 7-05 Section 12.8.1W ( see Sum Wi below ) = 231.69 kCs = 0.0176 from 12.8.3
Seismic Base Shear V = Cs * W = 4.07 k
ASCE Seismic Base Shear 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\CA2RXF~9.EC6
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: 6 NOV 2017, 2:30PM
Project Descr:
Vertical Distribution of Seismic Forces ASCE 7-05 Section 12.8.3" k " : hx exponent based on Ta = 1.00
Table of building Weights by Floor Level...Wi : Weight Hi : Height (Wi * Hi^k) Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel #
1 231.69 13.75 3,185.74 1.0000 4.07 4.07 0.00Sum Wi = 231.69 k Total Base Shear = 4.07 k
Base Moment =3,185.74 k-ftSum Wi * Hi =
55.9 k-ft
Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-05 12.10.1.1
Level # Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min1 231.69 4.07 4.07 231.69 4.07 5.29 10.58 5.29 5.29
Wpx . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Weight at level of diaphragm and other structure elements attached to it.Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Design Lateral Force applied at the level.Sum Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Sum of "Lat. Force" of current level plus all levels above
0.20 * S * I * WpxMIN Req'd Force @ Level . . . . . . . . . . DS
DSMAX Req'd Force @ Level . . . . . . . . . .0.40 * S * I * WpxFpx : Design Force @ Level . . . . . . . . . .Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level
Lateral Force Resisting System
Shear Wall Shown As
Shear Wall Design
S.W.
Wood Shear Wall 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\CA2RXF~9.EC6
Description : Front & Rear Walls
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: 6 NOV 2017, 3:34PM
Project Descr:
General Informationft
Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05
Fc - Prll = psi1,400.0
Specific Gravity = 0.4901
500.0EFt - Tension
Fc - Perp = 625.0 psipsi
Wood Grade :
ksi
Total Wall Length Framing & Chord Material :20.0
13.750 ft No. 1/No. 2
SDC : Seismic Design Category : B
Story #1 HeightWood Species : Douglas Fir - Larch (North)Number of Storys 1
1,600.0
Main Sheathing4.3ASDPWS 2005 Construction Table :
Wood Structural Panels, Struct I, 15/32" Thk, 1-3/8" Min Pen, 8d Fstnrs
Nominal Seismic Shear Capacities (plf) :6" Spac. 11003" Spac.5604" Spac. 14602" Spac.860
6" Spac.Nominal Wind Shear Capacities (plf) :
3" Spac.785 154012054" Spac. 2" Spac. 2045
Sheathing
Chord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end.Level 1 Chord Size : 1.0 1.0
Chord Area = 8.250 in^2Max. Allow Stress Ratio : 1.0 : 1Tens:Comp:
All chords treated as fully braced about both axes
2x6 Chord Cf:
Chord Data
Opening OpeningLeft Edge Width
Dist toBottom HeightOpening ID Dist to
ft
ftft
ftftftftftftft
ft
Wood Shear Wall 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\CA2RXF~9.EC6
Description : Front & Rear Walls
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: 6 NOV 2017, 3:34PM
Project Descr:
Applied Distributed Vertical LoadsLoad Location (ft) Load Magnitude (klf)
SeismicWindDead Roof Live Live SnowStart Location End Location Height of Application0.5210 0.4170 0.0 0.4380 -0.390 0.020.0 13.7500.0
Applied Concentrated Lateral Loads
Load "Y" Location (ft)Load Magnitude (kips)
Dead Roof Live Live Snow Wind Seismic2.106 1.3230.0 0.0 0.0 0.013.750
AttachmentPanelShear Panel Summary
Level
Allow Notes
UsedMax Shear
(kips) Load Comb# Status
Actual
ID# Sides
Actual (plf) AllowShear Summary & Attachment
Height/Width Ratio
P1 1 OK0.002 Use 6" at panel edges, 12" in field+D+W0.69
13.50
105.3Ratio OK
392.5
Chord
Chord Summary
Level LeftGoverns@ Location Ratio(ft)
Force(kips) Load Comb Size# StatusID
# Req''d Member StressDist from CHORD DESIGN SUMMARY
1 1.4 +D+W 2x6 0.08 OKComp Values : Max. Down : 1.4 k Load Comb :+D+W 176 Allow F'c =Max fc = psi 2,240 psiTens Values : Max. Uplift : 1.4 k Load Comb :+D+W Max ft = 176 psi Allow F't = 800 psi
User-specified anchorage device : __________________________
1 Comp0.00C1
1 1.4 +D+W 2x6 0.08 OKComp Values : Max. Down : 1.4 k Load Comb :+D+W 176 Allow F'c =Max fc = psi 2,240 psiTens Values : Max. Uplift : 1.4 k Load Comb :+D+W Max ft = 176 psi Allow F't = 800 psi
User-specified anchorage device : __________________________
1 Comp20.00C2
Chord Naming Information : # : Followed by chord number from left to rightC : Item is a Chord L : Followed by level numberWR : Indicates Chord is on right edge of wallWL : Indicates Chord is on left edge of wall
Wood Shear Wall 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\CA2RXF~9.EC6
Description : Front & Rear Walls
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: 6 NOV 2017, 3:34PM
Project Descr:
Footing DimensionsRebar Cover 3.0 inf'c ksiFooting Thickness 12.0 in
3.0Dist. Left 1.0 ftFy 60.0 ksi
Width 1.667 ftWall Length 20.0 ftDist. Right 1.0 ftTotal Ftg Length 22.0 ft
Footing Information
93.113
0.00180
Max Factored Soil Pressures Max UNfactored Soil Pressurespsf @ Left Side of Footing 1,320.96 psf
psf @ Right Side of Footing 1,064.38 psf.... governing load comb +1.20D+1.60S+0.80W .... governing load comb +D+0.750S+0.5250E
k-ft 195.829 k-ft195.829
@ Left Side of Footing 1,278.05
@ Right Side of Footing
@ Right End
.... governing load comb
Overturning Stability... @ Left End of Ftg @ Right End of Ftg31.064 k-ft 31.064 k-ft
1,292.71
Overturning MomentResisting MomentStability Ratio 6.304 : 1 : 16.304
psi
.... governing load comb +1.20D+1.60S .... governing load comb +D+0.750S-0.750W
Footing One-Way Shear Check...
psi3.515vu @ Left End of Footing 3.481
psivu @ Right End of Footingvn * phi : Allowable
Footing Bending Design... @ Left Endk-ft
+0.60D+W
psiMu
in^2Ru 8.766 8.828
1.065
in^2
+0.60D+W
As % Req'd 0.00180As Req'd in Footing Width
k-ft 1.073psiin^2
0.3241 in^2 0.3241
Wood Shear Wall 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\CA2RXF~9.EC6
Description : Side Walls
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: 6 NOV 2017, 3:40PM
Project Descr:
General Informationft
Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05
Fc - Prll = psi1,400.0
Specific Gravity = 0.4901
500.0EFt - Tension
Fc - Perp = 625.0 psipsi
Wood Grade :
ksi
Total Wall Length Framing & Chord Material :20.0
13.750 ft No. 1/No. 2
SDC : Seismic Design Category : B
Story #1 HeightWood Species : Douglas Fir - Larch (North)Number of Storys 1
1,600.0
Main Sheathing4.3ASDPWS 2005 Construction Table :
Wood Structural Panels, Struct I, 15/32" Thk, 1-3/8" Min Pen, 8d Fstnrs
Nominal Seismic Shear Capacities (plf) :6" Spac. 11003" Spac.5604" Spac. 14602" Spac.860
6" Spac.Nominal Wind Shear Capacities (plf) :
3" Spac.785 154012054" Spac. 2" Spac. 2045
Sheathing
Chord Member Size for each level : See Chord Summary Tables for number of Chords required at each panel end.Level 1 Chord Size : 1.0 1.0
Chord Area = 8.250 in^2Max. Allow Stress Ratio : 1.0 : 1Tens:Comp:
All chords treated as fully braced about both axes
2x6 Chord Cf:
Chord Data
Opening OpeningLeft Edge Width
Dist toBottom HeightOpening ID Dist to
ft
ftft
ftftftftftftft
ft
Wood Shear Wall 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\CA2RXF~9.EC6
Description : Side Walls
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: 6 NOV 2017, 3:40PM
Project Descr:
Applied Distributed Vertical LoadsLoad Location (ft) Load Magnitude (klf)
SeismicWindDead Roof Live Live SnowStart Location End Location Height of Application0.250 0.20 0.0 0.210 -0.1870 0.020.0 13.7500.0
Applied Concentrated Lateral Loads
Load "Y" Location (ft)Load Magnitude (kips)
Dead Roof Live Live Snow Wind Seismic5.533 2.6450.0 0.0 0.0 0.013.750
AttachmentPanelShear Panel Summary
Level
Allow Notes
UsedMax Shear
(kips) Load Comb# Status
Actual
ID# Sides
Actual (plf) AllowShear Summary & Attachment
Height/Width Ratio
P1 1 OK0.006 Use 6" at panel edges, 12" in field+D+W0.69
13.50
276.7Ratio OK
392.5
Chord
Chord Summary
Level LeftGoverns@ Location Ratio(ft)
Force(kips) Load Comb Size# StatusID
# Req''d Member StressDist from CHORD DESIGN SUMMARY
1 3.8 +D+W 2x6 0.21 OKComp Values : Max. Down : 3.8 k Load Comb :+D+W 461 Allow F'c =Max fc = psi 2,240 psiTens Values : Max. Uplift : 3.8 k Load Comb :+D+W Max ft = 461 psi Allow F't = 800 psi
User-specified anchorage device : __________________________
1 Comp0.00C1
1 3.8 +D+W 2x6 0.21 OKComp Values : Max. Down : 3.8 k Load Comb :+D+W 461 Allow F'c =Max fc = psi 2,240 psiTens Values : Max. Uplift : 3.8 k Load Comb :+D+W Max ft = 461 psi Allow F't = 800 psi
User-specified anchorage device : __________________________
1 Comp20.00C2
Chord Naming Information : # : Followed by chord number from left to rightC : Item is a Chord L : Followed by level numberWR : Indicates Chord is on right edge of wallWL : Indicates Chord is on left edge of wall
Wood Shear Wall 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\CA2RXF~9.EC6
Description : Side Walls
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: 6 NOV 2017, 3:40PM
Project Descr:
Footing DimensionsRebar Cover 3.0 inf'c ksiFooting Thickness 12.0 in
3.0Dist. Left 1.0 ftFy 60.0 ksi
Width 1.667 ftWall Length 20.0 ftDist. Right 1.0 ftTotal Ftg Length 22.0 ft
Footing Information
93.113
0.00180
Max Factored Soil Pressures Max UNfactored Soil Pressurespsf @ Left Side of Footing 1,370.15 psf
psf @ Right Side of Footing 1,168.31 psf.... governing load comb +0.90D+1.60W .... governing load comb +D+W
k-ft 160.057 k-ft160.057
@ Left Side of Footing 901.76
@ Right Side of Footing
@ Right End
.... governing load comb
Overturning Stability... @ Left End of Ftg @ Right End of Ftg81.612 k-ft 81.612 k-ft
2,015.81
Overturning MomentResisting MomentStability Ratio 1.961 : 1 : 11.961
psi
.... governing load comb +1.20D+1.60S .... governing load comb +D-W
Footing One-Way Shear Check...
psi5.423vu @ Left End of Footing 2.456
psivu @ Right End of Footingvn * phi : Allowable
Footing Bending Design... @ Left Endk-ft
+0.60D+W
psiMu
in^2Ru 6.185 13.376
0.7516
in^2
+0.60D+W
As % Req'd 0.00180As Req'd in Footing Width
k-ft 1.626psiin^2
0.3241 in^2 0.3241
Gravity Force Resisting System
Wood Framed Bearing Wall Shown As
Wood Beams Shown As
Wood Columns Shown As
Truss Girder Shown As
4 piece(s) 1 3/4" x 22" 2.0E Microllam® LVL
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Snow Wind Total Accessories
1 - Column - DF 5.25" 5.25" 1.50" 3783 2702 2809 -2642 9294/-2642 Blocking
2 - Column Cap - steel 7.00" 7.00" 5.34" 20887 6825 7152 -6376 34864/-6376 Blocking
3 - Column Cap - steel 3.50" 3.50" 1.73" 6901 2092 2198 415/-2160
11606/-2160 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs) 28039 @ 14 6 12 36750 (7.00") Passed (76%) -- 1.0 D + 1.0 S (Adj Spans) Shear (lbs) 9687 @ 16 8 4 33649 Passed (29%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-lbs) -33530 @ 14 6 12 129563 Passed (26%) 1.15 1.0 D + 1.0 S (Adj Spans) Live Load Defl. (in) 0.025 @ 7 0 7 0.461 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.057 @ 21 5 10 0.604 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans)
System : RoofMember Type : Drop BeamBuilding Use : CommercialBuilding Code : IBC 2012Design Methodology : ASDMember Pitch: 0/12
• Deflection criteria: LL (L/360) and TL (L/240).• Overhang deflection criteria: LL (2L/360) and TL (2L/240).• Top Edge Bracing (Lu): Top compression edge must be braced at 26 10 0 o/c unless detailed otherwise.• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 24 5 0 o/c unless detailed otherwise.• Member should be side-loaded from both sides of the member to prevent rotation.
Roof, B1MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Weyerhaeuser Notes
Tributary Dead Roof Live Snow WindLoads Location (Side) Width (0.90) (non-snow: 1.25) (1.15) (1.60) Comments0 - Self Weight (PLF) 0 0 0 to 26 9 12 N/A 44.91 - Uniform (PLF) 12 6 4 to 16 0 4 N/A 543.0 - - - DDAS-12 - Point (lb) 24 1 4 N/A 1229 - - - RTU 1
3 - Uniform (PLF) 0 0 0 to 8 0 0 N/A 128.0 103.0 103.0 -96.0 Linked from: Truss A, Support 2
4 - Uniform (PLF) 0 0 0 to 8 0 0 N/A 396.0 317.0 333.0 -296.0 Linked from: Truss C, Support 1
5 - Uniform (PLF) 8 0 0 to 26 9 12 N/A 384.0 103.0 108.0 -96.0 Linked from: Truss B, Support 2
6 - Uniform (PLF) 8 0 0 to 26 9 12 N/A 841.0 317.0 333.0 -296.0 Linked from: Truss D, Support 1
11/6/2017 4:12:06 PMForte v5.3, Design Engine: V7.0.0.5
Page 1 of 1
CGS.23260-Wood Beams and Columns.4te
Forte Software Operator
Brittany RobinsonCore States Group(813) [email protected]
Job Notes
Casey's - Lima, OH - CGS.23573
4 piece(s) 1 3/4" x 22" 2.0E Microllam® LVL
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Snow Wind Total Accessories
1 - Column Cap - steel 3.50" 3.50" 1.80" 7019 2319 2435 -2164 11773/-2164 Blocking
2 - Column Cap - steel 3.50" 3.50" 1.82" 7105 2319 2435 -2164 11859/-2164 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs) 9540 @ 10 10 8 18375 (3.50") Passed (52%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 5844 @ 8 11 0 33649 Passed (17%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 24568 @ 5 6 5 129563 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.015 @ 5 6 5 0.357 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.059 @ 5 6 5 0.535 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans)
System : RoofMember Type : Drop BeamBuilding Use : CommercialBuilding Code : IBC 2012Design Methodology : ASDMember Pitch: 0/12
• Deflection criteria: LL (L/360) and TL (L/240).• Top Edge Bracing (Lu): Top compression edge must be braced at 11 1 0 o/c unless detailed otherwise.• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11 1 0 o/c unless detailed otherwise.• Member should be side-loaded from both sides of the member to prevent rotation.
Roof, B2MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Weyerhaeuser Notes
Tributary Dead Roof Live Snow WindLoads Location (Side) Width (0.90) (non-snow: 1.25) (1.15) (1.60) Comments0 - Self Weight (PLF) 0 0 0 to 11 0 8 N/A 44.91 - Point (PLF) 10 0 0 0 0 0 1228.5 - - - RTU 1
2 - Uniform (PLF) 0 0 0 to 11 0 8 N/A 384.0 103.0 108.0 -96.0 Linked from: Truss B, Support 2
3 - Uniform (PLF) 0 0 0 to 11 0 8 N/A 841.0 317.0 333.0 -296.0 Linked from: Truss D, Support 1
11/6/2017 4:15:31 PMForte v5.3, Design Engine: V7.0.0.5
Page 1 of 1
CGS.23260-Wood Beams and Columns.4te
Forte Software Operator
Brittany RobinsonCore States Group(813) [email protected]
Job Notes
Casey's - Lima, OH - CGS.23573
4 piece(s) 1 3/4" x 22" 2.0E Microllam® LVL
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Snow Wind Total Accessories
1 - Column Cap - steel 4.50" 4.50" 3.67" 14675 4376 4596 194/-4181
23841/-4181 Blocking
2 - Column Cap - steel 7.00" 7.00" 4.86" 18698 6490 6795 -6058 31983/-6058 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs) 19271 @ 0 3 0 23625 (4.50") Passed (82%) -- 1.0 D + 1.0 S (Alt Spans) Shear (lbs) 16528 @ 18 11 8 33649 Passed (49%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 97910 @ 10 8 6 129563 Passed (76%) 1.15 1.0 D + 1.0 S (Alt Spans)
Live Load Defl. (in) -0.092 @ 25 7 8 0.303 Passed (2L/999+) -- 1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in) -0.401 @ 25 7 8 0.454 Passed (2L/272) -- 1.0 D + 1.0 S (Alt Spans)
System : RoofMember Type : Drop BeamBuilding Use : CommercialBuilding Code : IBC 2012Design Methodology : ASDMember Pitch: 0/12
• Deflection criteria: LL (L/360) and TL (L/240).• Overhang deflection criteria: LL (2L/360) and TL (2L/240).• Top Edge Bracing (Lu): Top compression edge must be braced at 6 8 0 o/c unless detailed otherwise.• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 25 8 0 o/c unless detailed otherwise.• Upward deflection on right cantilever exceeds 0.4".• Member should be side-loaded from both sides of the member to prevent rotation.
Roof, B3MEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Weyerhaeuser Notes
Tributary Dead Roof Live Snow WindLoads Location (Side) Width (0.90) (non-snow: 1.25) (1.15) (1.60) Comments0 - Self Weight (PLF) 0 0 0 to 25 7 8 N/A 44.91 - Point (lb) 4 11 0 N/A 965 - - - RTU 22 - Point (lb) 11 9 0 N/A 965 - - - RTU 23 - Point (lb) 17 2 0 N/A 1325 - - - MAU
4 - Uniform (PLF) 0 0 0 to 22 2 0 N/A 384.0 103.0 108.0 -96.0 Linked from: Truss B, Support 2
5 - Uniform (PLF) 0 0 0 to 22 2 0 N/A 841.0 317.0 333.0 -296.0 Linked from: Truss D, Support 1
6 - Uniform (PLF) 22 2 0 to 25 7 8 N/A 128.0 103.0 103.0 -96.0 Linked from: Truss A, Support 2
7 - Uniform (PLF) 22 2 0 to 25 7 8 N/A 396.0 317.0 333.0 -296.0 Linked from: Truss C, Support 1
11/6/2017 4:20:42 PMForte v5.3, Design Engine: V7.0.0.5
Page 1 of 1
CGS.23260-Wood Beams and Columns.4te
Forte Software Operator
Brittany RobinsonCore States Group(813) [email protected]
Job Notes
Casey's - Lima, OH - CGS.23573
1 piece(s) 5 1/4" x 18" 2.0E Parallam® PSL
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Snow Wind Total Accessories
1 - Trimmer - DF 3.00" 3.00" 1.56" 2764 2238 2351 -1459 7353/-1459 None
2 - Trimmer - DF 3.00" 3.00" 1.56" 2764 2238 2351 -1459 7353/-1459 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs) 5116 @ 0 1 8 9844 (3.00") Passed (52%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 4247 @ 1 9 0 21011 Passed (20%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 25741 @ 10 3 12 75322 Passed (34%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.188 @ 10 3 12 0.407 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.408 @ 10 3 12 0.407 Passed (L/599) -- 1.0 D + 1.0 S (All Spans)
System : WallMember Type : HeaderBuilding Use : CommercialBuilding Code : IBC 2012Design Methodology : ASD
• Deflection criteria: LL (L/600) and TL (L/600).• Top Edge Bracing (Lu): Top compression edge must be braced at 20 8 0 o/c unless detailed otherwise.• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 20 8 0 o/c unless detailed otherwise.
Roof, B4 - 20ftStore Front HeaderMEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Weyerhaeuser Notes
Tributary Dead Roof Live Snow WindLoads Location (Side) Width (0.90) (non-snow: 1.25) (1.15) (1.60) Comments0 - Self Weight (PLF) 0 0 0 to 20 7 8 N/A 29.5
1 - Uniform (PLF) 0 0 0 to 20 7 8 N/A 238.5 217.0 228.0 -141.5 Linked from: Truss E, Support 2
11/6/2017 5:12:05 PMForte v5.3, Design Engine: V7.0.0.5
Page 1 of 1
CGS.23260-Wood Beams and Columns.4te
Forte Software Operator
Brittany RobinsonCore States Group(813) [email protected]
Job Notes
Casey's - Lima, OH - CGS.23573
1 piece(s) 5 1/4" x 11 1/4" 2.0E Parallam® PSL
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Snow Wind Total Accessories
1 - Trimmer - DF 3.00" 3.00" 1.50" 1622 1370 1439 -893 4431/-893 None
2 - Trimmer - DF 3.00" 3.00" 1.50" 1622 1370 1439 -893 4431/-893 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs) 3061 @ 0 1 8 9844 (3.00") Passed (31%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 2485 @ 1 2 4 13132 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 9284 @ 6 3 12 30998 Passed (30%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.105 @ 6 3 12 0.248 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.224 @ 6 3 12 0.248 Passed (L/664) -- 1.0 D + 1.0 S (All Spans)
System : WallMember Type : HeaderBuilding Use : CommercialBuilding Code : IBC 2012Design Methodology : ASD
• Deflection criteria: LL (L/600) and TL (L/600).• Top Edge Bracing (Lu): Top compression edge must be braced at 12 8 0 o/c unless detailed otherwise.• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12 8 0 o/c unless detailed otherwise.
Roof, B5 - 12ft Front Wall BeamMEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Weyerhaeuser Notes
Tributary Dead Roof Live Snow WindLoads Location (Side) Width (0.90) (non-snow: 1.25) (1.15) (1.60) Comments0 - Self Weight (PLF) 0 0 0 to 12 7 8 N/A 18.5
1 - Uniform (PLF) 0 0 0 to 12 7 8 N/A 238.5 217.0 228.0 -141.5 Linked from: Truss E, Support 2
11/6/2017 5:13:28 PMForte v5.3, Design Engine: V7.0.0.5
Page 1 of 1
CGS.23260-Wood Beams and Columns.4te
Forte Software Operator
Brittany RobinsonCore States Group(813) [email protected]
Job Notes
Casey's - Lima, OH - CGS.23573
1 piece(s) 5 1/4" x 11 1/4" 2.0E Parallam® PSL
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Snow Wind Total Accessories
1 - Trimmer - DF 3.00" 3.00" 1.50" 921 778 817 -507 2516/-507 None
2 - Trimmer - DF 3.00" 3.00" 1.50" 921 778 817 -507 2516/-507 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs) 1738 @ 0 1 8 9844 (3.00") Passed (18%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1162 @ 1 2 4 13132 Passed (9%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 2900 @ 3 7 0 30998 Passed (9%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.012 @ 3 7 0 0.138 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.026 @ 3 7 0 0.138 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans)
System : WallMember Type : HeaderBuilding Use : CommercialBuilding Code : IBC 2012Design Methodology : ASD
• Deflection criteria: LL (L/600) and TL (L/600).• Top Edge Bracing (Lu): Top compression edge must be braced at 7 2 0 o/c unless detailed otherwise.• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7 2 0 o/c unless detailed otherwise.
Roof, B6 - 6.5ft Front Wall BeamMEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Weyerhaeuser Notes
Tributary Dead Roof Live Snow WindLoads Location (Side) Width (0.90) (non-snow: 1.25) (1.15) (1.60) Comments0 - Self Weight (PLF) 0 0 0 to 7 2 0 N/A 18.5
1 - Uniform (PLF) 0 0 0 to 7 2 0 N/A 238.5 217.0 228.0 -141.5 Linked from: Truss E, Support 2
11/6/2017 5:14:41 PMForte v5.3, Design Engine: V7.0.0.5
Page 1 of 1
CGS.23260-Wood Beams and Columns.4te
Forte Software Operator
Brittany RobinsonCore States Group(813) [email protected]
Job Notes
Casey's - Lima, OH - CGS.23573
2 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Roof Live Snow Wind Total Accessories
1 - Plate - DF 1.50" 1.50" 1.50" 679 497 522 -663 1698/-663 None
2 - Plate - DF 1.50" 1.50" 1.50" 679 497 522 -663 1698/-663 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs) 1201 @ 0 0 0 3281 (1.50") Passed (37%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1028 @ 0 10 12 7074 Passed (15%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 3728 @ 6 2 8 12884 Passed (29%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.103 @ 6 2 8 0.414 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.237 @ 6 2 8 0.621 Passed (L/628) -- 1.0 D + 1.0 S (All Spans)
System : WallMember Type : HeaderBuilding Use : CommercialBuilding Code : IBC 2012Design Methodology : ASD
• Deflection criteria: LL (L/360) and TL (L/240).• Top Edge Bracing (Lu): Top compression edge must be braced at 12 5 0 o/c unless detailed otherwise.• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12 5 0 o/c unless detailed otherwise.
Roof, RTU SupportsMEMBER REPORT PASSED
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Weyerhaeuser Notes
Tributary Dead Roof Live Snow WindLoads Location (Side) Width (0.90) (non-snow: 1.25) (1.15) (1.60) Comments0 - Self Weight (PLF) 0 0 0 to 12 5 0 N/A 9.41 - Uniform (PLF) 0 0 0 to 12 5 0 N/A 100.0 80.0 84.0 -106.8 Roof
11/10/2017 4:33:32 PMForte v5.3, Design Engine: V7.0.0.5
Page 1 of 1
CGS.23260-Wood Beams and Columns.4te
Forte Software Operator
Brittany RobinsonCore States Group(813) [email protected]
Job Notes
Casey's - Lima, OH - CGS.23573
Member Type : Free Standing Post
Building Code : IBC 2012
Design Methodology : ASD
Design Results Actual Allowed Result LDF Load: CombinationSlenderness 31 50 Passed (63%) -- --
Compression (lbs) 6592 20287 Passed (32%) 1.15 1.0 D + 1.0 S
Base Bearing (lbs) 6592 893025 Passed (1%) -- 1.0 D + 1.0 S
Bending/Compression 0.23 1 Passed (23%) 1.15 1.0 D + 1.0 S
• Axial load eccentricity for this design is 1/6 of applicable member side dimension.• Applicable calculations are based on NDS.
Post Height: 13 9 0
Max Unbraced Length CommentsFull Member Length No bracing assumed.
1 piece(s) 5 1/4" x 5 1/4" 1.8E Parallam® PSL Roof, C1MEMBER REPORT PASSED
Supports Type MaterialBase Plate Steel
Drawing is Conceptual
Weyerhaeuser NotesWeyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Dead Roof Live SnowVertical Load (0.90) (non-snow:
1.25) (1.15) Comments
1 - Point (lb) 3783 2702 2809 Linked from: Beam 1, Support 1
Forte v5.3, Design Engine Ver: V7.0.0.5CGS.23260-Wood Beams and Columns.4te
11/6/2017 4:24:09 PM
Page 1 of 1
Forte Software Operator
Brittany RobinsonCore States Group(813) [email protected]
Job Notes
Casey's - Lima, OH - CGS.23573
Member Type : Free Standing Post
Building Code : IBC 2012
Design Methodology : ASD
Design Results Actual Allowed Result LDF Load: CombinationSlenderness 24 50 Passed (47%) -- --
Compression (lbs) 28039 61547 Passed (46%) 1.15 1.0 D + 1.0 S
Base Bearing (lbs) 28039 1587600 Passed (2%) -- 1.0 D + 1.0 S
Bending/Compression 0.58 1 Passed (58%) 1.15 1.0 D + 1.0 S
• Axial load eccentricity for this design is 1/6 of applicable member side dimension.• Applicable calculations are based on NDS.
Post Height: 13 9 0
Max Unbraced Length CommentsFull Member Length No bracing assumed.
1 piece(s) 7" x 7" 1.8E Parallam® PSL Roof, C2MEMBER REPORT PASSED
Supports Type MaterialBase Plate Steel
Drawing is Conceptual
Weyerhaeuser NotesWeyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Dead Roof Live SnowVertical Load (0.90) (non-snow:
1.25) (1.15) Comments
1 - Point (lb) 20887 6825 7152 Linked from: Beam 1, Support 2
Forte v5.3, Design Engine Ver: V7.0.0.5CGS.23260-Wood Beams and Columns.4te
11/6/2017 4:28:15 PM
Page 1 of 1
Forte Software Operator
Brittany RobinsonCore States Group(813) [email protected]
Job Notes
Casey's - Lima, OH - CGS.23573
Member Type : Free Standing Post
Building Code : IBC 2012
Design Methodology : ASD
Design Results Actual Allowed Result LDF Load: Combination [Load Group]Slenderness 24 50 Passed (47%) -- --
Compression (lbs) 18553 61547 Passed (30%) 1.15 1.0 D + 1.0 S [1]
Base Bearing (lbs) 18553 1587600 Passed (1%) -- 1.0 D + 1.0 S [1]
Bending/Compression 0.28 1 Passed (28%) 1.15 1.0 D + 1.0 S [1]
• Axial load eccentricity for this design is 1/6 of applicable member side dimension.• Applicable calculations are based on NDS.
Post Height: 13 9 0
Max Unbraced Length CommentsFull Member Length No bracing assumed.
1 piece(s) 7" x 7" 1.8E Parallam® PSL Roof, C3MEMBER REPORT PASSED
Supports Type MaterialBase Plate Steel
Drawing is Conceptual
Weyerhaeuser NotesWeyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Dead Roof Live Snow WindVertical Load (0.90) (non-snow:
1.25) (1.15) (1.60) Comments
1 - Point (lb) 6901 2092 2198 415/-2160 Linked from: Beam 1, Support 32 - Point (lb) 7019 2319 2435 -2164 Linked from: Beam 2, Support 1
Forte v5.3, Design Engine Ver: V7.0.0.5CGS.23260-Wood Beams and Columns.4te
11/6/2017 4:29:17 PM
Page 1 of 1
Forte Software Operator
Brittany RobinsonCore States Group(813) [email protected]
Job Notes
Casey's - Lima, OH - CGS.23573
Member Type : Free Standing Post
Building Code : IBC 2012
Design Methodology : ASD
Design Results Actual Allowed Result LDF Load: Combination [Load Group]Slenderness 24 50 Passed (47%) -- --
Compression (lbs) 28811 61547 Passed (47%) 1.15 1.0 D + 1.0 S [1]
Base Bearing (lbs) 28811 1587600 Passed (2%) -- 1.0 D + 1.0 S [1]
Bending/Compression 0.61 1 Passed (61%) 1.15 1.0 D + 1.0 S [1]
• Axial load eccentricity for this design is 1/6 of applicable member side dimension.• Applicable calculations are based on NDS.
Post Height: 13 9 0
Max Unbraced Length CommentsFull Member Length No bracing assumed.
1 piece(s) 7" x 7" 1.8E Parallam® PSL Roof, C4MEMBER REPORT PASSED
Supports Type MaterialBase Plate Steel
Drawing is Conceptual
Weyerhaeuser NotesWeyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Dead Roof Live Snow WindVertical Load (0.90) (non-snow:
1.25) (1.15) (1.60) Comments
1 - Point (lb) 7105 2319 2435 -2164 Linked from: Beam 2, Support 22 - Point (lb) 14675 4376 4596 194/-4181 Linked from: Beam 3, Support 1
Forte v5.3, Design Engine Ver: V7.0.0.5CGS.23260-Wood Beams and Columns.4te
11/6/2017 4:30:00 PM
Page 1 of 1
Forte Software Operator
Brittany RobinsonCore States Group(813) [email protected]
Job Notes
Casey's - Lima, OH - CGS.23573
Member Type : Free Standing Post
Building Code : IBC 2012
Design Methodology : ASD
Design Results Actual Allowed Result LDF Load: CombinationSlenderness 24 50 Passed (47%) -- --
Compression (lbs) 25493 61547 Passed (41%) 1.15 1.0 D + 1.0 S
Base Bearing (lbs) 25493 1587600 Passed (2%) -- 1.0 D + 1.0 S
Bending/Compression 0.49 1 Passed (49%) 1.15 1.0 D + 1.0 S
• Axial load eccentricity for this design is 1/6 of applicable member side dimension.• Applicable calculations are based on NDS.
Post Height: 13 9 0
Max Unbraced Length CommentsFull Member Length No bracing assumed.
1 piece(s) 7" x 7" 1.8E Parallam® PSL Roof, C5MEMBER REPORT PASSED
Supports Type MaterialBase Plate Steel
Drawing is Conceptual
Weyerhaeuser NotesWeyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Dead Roof Live SnowVertical Load (0.90) (non-snow:
1.25) (1.15) Comments
1 - Point (lb) 18698 6490 6795 Linked from: Beam 3, Support 2
Forte v5.3, Design Engine Ver: V7.0.0.5CGS.23260-Wood Beams and Columns.4te
11/6/2017 4:30:49 PM
Page 1 of 1
Forte Software Operator
Brittany RobinsonCore States Group(813) [email protected]
Job Notes
Casey's - Lima, OH - CGS.23573
System : Wall
Member Type : Column
Building Code : IBC 2012
Design Methodology : ASD
Design Results Actual Allowed Result LDF Load: CombinationSlenderness 24 50 Passed (49%) -- --
Compression (lbs) 5115 32823 Passed (16%) 1.15 1.0 D + 1.0 S
Plate Bearing (lbs) 5115 17227 Passed (30%) -- 1.0 D + 1.0 S
Lateral Reaction (lbs) 596 -- -- 1.60 1.0 D + 0.6 W
Lateral Shear (lbs) 547 6762 Passed (8%) 1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs) 1583 @ mid-span 8812 Passed (18%) 1.60 1.0 D + 0.6 W
Lateral Deflection (in) 0.20 @ mid-span 0.21 Passed (L/629) -- 1.0 D + 0.6 W
Bending/Compression 0.21 1 Passed (21%) 1.60 1.0 D + 0.6 W
• Lateral deflection criteria: Wind (L/600)• Axial load eccentricity for this design is 1/6 of applicable member side dimension.• Applicable calculations are based on NDS.• This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
WindLateral Load Location Trib Width (1.60) Comments1 - Uniform (PLF) Full Length N/A 187.0• 2012 IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load.
Wall Height: 11 0 0 Member Height: 10 7 8 Tributary Width: 1 0 0
Lateral Connections: Simpson Strong-Tie ConnectorsSupports Plate Size Plate Material Connector Type/Model Quantity NailingTop Dbl 2X Douglas Fir-Larch Angle Connectors A21 4 (4) - 10d x 1 1/2"Base 2X Douglas Fir-Larch Nails 10d x 3" Box (End) 7
Dead Roof Live SnowVertical Load Trib Width (0.90) (non-snow:
1.25) (1.15) Comments
1 - Point (lb) N/A 2764 2238 2351 Linked from: B4 - 20ftStore Front Header, Support 1
Max Unbraced Length Comments10 7 8
1 piece(s) 5 1/4" x 5 1/4" 1.8E Parallam® PSL Roof, C6 - 20 Store Front ColumnMEMBER REPORT PASSED
Supports Type MaterialTop Dbl 2X Douglas Fir-LarchBase 2X Douglas Fir-Larch
Drawing is Conceptual
Weyerhaeuser NotesWeyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Forte v5.3, Design Engine Ver: V7.0.0.5CGS.23260-Wood Beams and Columns.4te
11/6/2017 5:27:28 PM
Page 1 of 1
Forte Software Operator
Brittany RobinsonCore States Group(813) [email protected]
Job Notes
Casey's - Lima, OH - CGS.23573
System : Wall
Member Type : Column
Building Code : IBC 2012
Design Methodology : ASD
Design Results Actual Allowed Result LDF Load: CombinationSlenderness 24 50 Passed (49%) -- --
Compression (lbs) 1738 32823 Passed (5%) 1.15 1.0 D + 1.0 S
Plate Bearing (lbs) 1738 17227 Passed (10%) -- 1.0 D + 1.0 S
Lateral Reaction (lbs) 236 -- -- 1.60 1.0 D + 0.6 W
Lateral Shear (lbs) 216 6762 Passed (3%) 1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs) 627 @ mid-span 8812 Passed (7%) 1.60 1.0 D + 0.6 W
Lateral Deflection (in) 0.08 @ mid-span 0.21 Passed (L/1589) -- 1.0 D + 0.6 W
Bending/Compression 0.08 1 Passed (8%) 1.60 1.0 D + 0.6 W
• Lateral deflection criteria: Wind (L/600)• Axial load eccentricity for this design is 1/6 of applicable member side dimension.• Applicable calculations are based on NDS.• This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
WindLateral Load Location Trib Width (1.60) Comments1 - Uniform (PLF) Full Length N/A 74.0• 2012 IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load.
Wall Height: 11 0 0 Member Height: 10 7 8 Tributary Width: 1 0 0
Lateral ConnectionsSupports Plate Size Plate Material Connector Type/Model Quantity NailingTop Dbl 2X Douglas Fir-Larch Nails 8d x 2.5" Box (Toe) 3Base 2X Douglas Fir-Larch Nails 8d x 2.5" Box (Toe) 3
Dead Roof Live SnowVertical Load Trib Width (0.90) (non-snow:
1.25) (1.15) Comments
1 - Point (lb) N/A 921 778 817 Linked from: B6 - 6.5ft Front Wall Beam, Support 1
Max Unbraced Length Comments10 7 8
1 piece(s) 5 1/4" x 5 1/4" 1.8E Parallam® PSL Roof, C7 - Entry ColumnMEMBER REPORT PASSED
Supports Type MaterialTop Dbl 2X Douglas Fir-LarchBase 2X Douglas Fir-Larch
Drawing is Conceptual
Weyerhaeuser NotesWeyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Forte v5.3, Design Engine Ver: V7.0.0.5CGS.23260-Wood Beams and Columns.4te
11/6/2017 5:36:33 PM
Page 1 of 1
Forte Software Operator
Brittany RobinsonCore States Group(813) [email protected]
Job Notes
Casey's - Lima, OH - CGS.23573
System : Wall
Member Type : Column
Building Code : IBC 2012
Design Methodology : ASD
Design Results Actual Allowed Result LDF Load: CombinationSlenderness 24 50 Passed (49%) -- --
Compression (lbs) 3061 32823 Passed (9%) 1.15 1.0 D + 1.0 S
Plate Bearing (lbs) 3061 17227 Passed (18%) -- 1.0 D + 1.0 S
Lateral Reaction (lbs) 383 -- -- 1.60 1.0 D + 0.6 W
Lateral Shear (lbs) 351 6762 Passed (5%) 1.60 1.0 D + 0.6 W
Lateral Moment (ft-lbs) 1016 @ mid-span 8812 Passed (12%) 1.60 1.0 D + 0.6 W
Lateral Deflection (in) 0.13 @ mid-span 0.21 Passed (L/980) -- 1.0 D + 0.6 W
Bending/Compression 0.13 1 Passed (13%) 1.60 1.0 D + 0.6 W
• Lateral deflection criteria: Wind (L/600)• Axial load eccentricity for this design is 1/6 of applicable member side dimension.• Applicable calculations are based on NDS.• This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
WindLateral Load Location Trib Width (1.60) Comments1 - Uniform (PLF) Full Length N/A 120.0• 2012 IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load.
Wall Height: 11 0 0 Member Height: 10 7 8 Tributary Width: 1 0 0
Lateral ConnectionsSupports Plate Size Plate Material Connector Type/Model Quantity NailingTop Dbl 2X Douglas Fir-Larch Nails 8d x 2.5" Box (Toe) 4Base 2X Douglas Fir-Larch Nails 8d x 2.5" Box (Toe) 4
Dead Roof Live SnowVertical Load Trib Width (0.90) (non-snow:
1.25) (1.15) Comments
1 - Point (lb) N/A 1622 1370 1439 Linked from: B5 - 12ft Front Wall Beam, Support 1
Max Unbraced Length Comments10 7 8
1 piece(s) 5 1/4" x 5 1/4" 1.8E Parallam® PSL Roof, C8 - 12 Store Front ColumnMEMBER REPORT PASSED
Supports Type MaterialTop Dbl 2X Douglas Fir-LarchBase 2X Douglas Fir-Larch
Drawing is Conceptual
Weyerhaeuser NotesWeyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Forte v5.3, Design Engine Ver: V7.0.0.5CGS.23260-Wood Beams and Columns.4te
11/6/2017 5:35:39 PM
Page 1 of 1
Forte Software Operator
Brittany RobinsonCore States Group(813) [email protected]
Job Notes
Casey's - Lima, OH - CGS.23573
Member Type : Free Standing Post
Building Code : IBC 2012
Design Methodology : ASD
Design Results Actual Allowed Result LDF Load: CombinationSlenderness 24 50 Passed (47%) -- --
Compression (lbs) 26636 61547 Passed (43%) 1.15 1.0 D + 1.0 S
Base Bearing (lbs) 26636 1587600 Passed (2%) -- 1.0 D + 1.0 S
Bending/Compression 0.53 1 Passed (53%) 1.15 1.0 D + 1.0 S
• Axial load eccentricity for this design is 1/6 of applicable member side dimension.• Applicable calculations are based on NDS.
Post Height: 13 9 0
Max Unbraced Length CommentsFull Member Length No bracing assumed.
1 piece(s) 7" x 7" 1.8E Parallam® PSL Roof, C9MEMBER REPORT PASSED
Supports Type MaterialBase Plate Steel
Drawing is Conceptual
at truss girderMember Notes
Weyerhaeuser NotesWeyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Dead Roof Live SnowVertical Load (0.90) (non-snow:
1.25) (1.15) Comments
1 - Point (lb) 15952 10203 10684 Linked from: Truss Girder, Support 2
Forte v5.3, Design Engine Ver: V7.0.0.5CGS.23260-Wood Beams and Columns.4te
11/6/2017 5:56:29 PM
Page 1 of 1
Forte Software Operator
Brittany RobinsonCore States Group(813) [email protected]
Job Notes
Casey's - Lima, OH - CGS.23573
General Footing 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\CA2RXF~9.EC6
Description : C1
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: 6 NOV 2017, 6:08PM
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
2.0
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 4.0 ftLength parallel to Z-Z Axis
=4.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis 0.0 inpz : parallel to Z-Z Axis 0.0 inHeight =
=0.0 in
Footing Thickness=
12.0 in=
Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size=
5Number of Bars
=4
Bars parallel to Z-Z Axis
Reinforcing Bar Size = 5Number of Bars = 4
Bandwidth Distribution Check (ACI 15.4.4.2)Direction Requiring Closer Separation n/a# Bars required within zone n/a# Bars required on each side of zone n/a
Applied Loads
3.783 2.702 2.809 -2.425D Lr
ksf
L SP : Column LoadOB : Overburden =
kW E
M-zzV-x
== k
V-z k
M-xx =k-ft=k-ft
H=
General Footing 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\CA2RXF~9.EC6
Description : C1
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: 6 NOV 2017, 6:08PM
Project Descr:
PASS n/a Sliding - X-X 0.0 k 0.0 k No SlidingPASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OKGoverning Load CombinationMin. Ratio Item Applied Capacity
PASS 0.4912 Soil Bearing 0.7368 ksf 1.50 ksf +D+0.750S-0.750W about Z-Z axisPASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No OverturningPASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS 1.945 Uplift -2.425 k 4.718 k +0.60D+WPASS 0.1131 Z Flexure (+X) 1.372 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.1131 Z Flexure (-X) 1.372 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.1131 X Flexure (+Z) 1.372 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.1131 X Flexure (-Z) 1.372 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.09585 1-way Shear (+X) 7.875 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.09585 1-way Shear (-X) 7.875 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.09585 1-way Shear (+Z) 7.875 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.09585 1-way Shear (-Z) 7.875 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.1995 2-way Punching 32.773 psi 164.317 psi +1.20D+1.60S-0.80W
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/a0.4914 0.4914 n/a 0.3280.0n/aX-X, +D+Lr 1.50 n/a0.6603 0.6603 n/a 0.4400.0n/aX-X, +D+S 1.50 n/a0.6670 0.6670 n/a 0.4450.0n/aX-X, +D+0.750Lr 1.50 n/a0.6181 0.6181 n/a 0.4120.0n/aX-X, +D+0.750S 1.50 n/a0.6231 0.6231 n/a 0.4150.0n/aX-X, +D+W 1.50 n/a0.3399 0.3399 n/a 0.2270.0n/aX-X, +D-W 1.50 n/a0.6430 0.6430 n/a 0.4290.0n/aX-X, +D+0.750Lr+0.750W 1.50 n/a0.5044 0.5044 n/a 0.3360.0n/aX-X, +D+0.750Lr-0.750W 1.50 n/a0.7318 0.7318 n/a 0.4880.0n/aX-X, +D+0.750S+0.750W 1.50 n/a0.5094 0.5094 n/a 0.3400.0n/aX-X, +D+0.750S-0.750W 1.50 n/a0.7368 0.7368 n/a 0.4910.0n/aX-X, +0.60D+W 1.50 n/a0.1433 0.1433 n/a 0.0960.0n/aX-X, +0.60D-W 1.50 n/a0.4464 0.4464 n/a 0.2980.0n/aX-X, +0.60D 1.50 n/a0.2949 0.2949 n/a 0.1970.0n/aZ-Z, D Only 1.50 0.4914n/a n/a 0.4914 0.328n/a0.0Z-Z, +D+Lr 1.50 0.6603n/a n/a 0.6603 0.440n/a0.0Z-Z, +D+S 1.50 0.6670n/a n/a 0.6670 0.445n/a0.0Z-Z, +D+0.750Lr 1.50 0.6181n/a n/a 0.6181 0.412n/a0.0Z-Z, +D+0.750S 1.50 0.6231n/a n/a 0.6231 0.415n/a0.0Z-Z, +D+W 1.50 0.3399n/a n/a 0.3399 0.227n/a0.0Z-Z, +D-W 1.50 0.6430n/a n/a 0.6430 0.429n/a0.0Z-Z, +D+0.750Lr+0.750W 1.50 0.5044n/a n/a 0.5044 0.336n/a0.0Z-Z, +D+0.750Lr-0.750W 1.50 0.7318n/a n/a 0.7318 0.488n/a0.0Z-Z, +D+0.750S+0.750W 1.50 0.5094n/a n/a 0.5094 0.340n/a0.0Z-Z, +D+0.750S-0.750W 1.50 0.7368n/a n/a 0.7368 0.491n/a0.0Z-Z, +0.60D+W 1.50 0.1433n/a n/a 0.1433 0.096n/a0.0Z-Z, +0.60D-W 1.50 0.4464n/a n/a 0.4464 0.298n/a0.0Z-Z, +0.60D 1.50 0.2949n/a n/a 0.2949 0.197n/a0.0
Rotation Axis &Overturning Stability
Load Combination... StatusOverturning Moment Resisting Moment Stability RatioFooting Has NO Overturning
Force Application AxisSliding Stability All units k
Load Combination... StatusSliding Force Resisting Force Stability RatioFooting Has NO Sliding
General Footing 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\CA2RXF~9.EC6
Description : C1
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: 6 NOV 2017, 6:08PM
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
X-X, +1.40D 0.6620 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.40D 0.6620 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 0.7363 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 0.7363 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 0.7430 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 0.7430 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 1.108 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 1.108 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 0.8654 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 0.8654 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 1.350 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 1.350 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 1.129 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 1.129 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 0.8868 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 0.8868 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 1.372 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 1.372 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 0.2513 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 0.2513 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 1.221 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 1.221 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 0.2580 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 0.2580 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 1.228 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 1.228 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 0.6485 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 0.6485 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 0.05941 +Z Top 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 0.05941 -Z Top 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 0.9106 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 0.9106 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 0.4148 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 0.4148 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 0.6620 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 0.6620 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 0.7363 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 0.7363 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 0.7430 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 0.7430 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 1.108 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 1.108 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 0.8654 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 0.8654 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 1.350 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 1.350 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 1.129 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 1.129 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 0.8868 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 0.8868 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 1.372 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 1.372 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 0.2513 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 0.2513 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 1.221 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 1.221 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 0.2580 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 0.2580 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 1.228 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 1.228 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 0.6485 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 0.6485 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D+1.60W 0.05941 -X Top 0.2592 Min Temp % 0.310 12.131 OK
General Footing 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\CA2RXF~9.EC6
Description : C1
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: 6 NOV 2017, 6:08PM
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, +0.90D+1.60W 0.05941 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 0.9106 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 0.9106 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 0.4148 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 0.4148 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKOne Way Shear
Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status+1.40D 3.80 3.80 3.80 3.80 3.80 82.16 0.05psipsipsipsipsipsi 0.00+1.20D+0.50Lr 4.23 4.23 4.23 4.23 4.23 82.16 0.05psipsipsipsipsipsi 0.00+1.20D+0.50S 4.27 4.27 4.27 4.27 4.27 82.16 0.05psipsipsipsipsipsi 0.00+1.20D+1.60Lr 6.36 6.36 6.36 6.36 6.36 82.16 0.08psipsipsipsipsipsi 0.00+1.20D+1.60Lr+0.80W 4.97 4.97 4.97 4.97 4.97 82.16 0.06psipsipsipsipsipsi 0.00+1.20D+1.60Lr-0.80W 7.75 7.75 7.75 7.75 7.75 82.16 0.09psipsipsipsipsipsi 0.00+1.20D+1.60S 6.48 6.48 6.48 6.48 6.48 82.16 0.08psipsipsipsipsipsi 0.00+1.20D+1.60S+0.80W 5.09 5.09 5.09 5.09 5.09 82.16 0.06psipsipsipsipsipsi 0.00+1.20D+1.60S-0.80W 7.88 7.88 7.88 7.88 7.88 82.16 0.10psipsipsipsipsipsi 0.00+1.20D+0.50Lr+1.60W 1.44 1.44 1.44 1.44 1.44 82.16 0.02psipsipsipsipsipsi 0.00+1.20D+0.50Lr-1.60W 7.01 7.01 7.01 7.01 7.01 82.16 0.09psipsipsipsipsipsi 0.00+1.20D+0.50S+1.60W 1.48 1.48 1.48 1.48 1.48 82.16 0.02psipsipsipsipsipsi 0.00+1.20D+0.50S-1.60W 7.05 7.05 7.05 7.05 7.05 82.16 0.09psipsipsipsipsipsi 0.00+1.223D+0.20S 3.72 3.72 3.72 3.72 3.72 82.16 0.05psipsipsipsipsipsi 0.00+0.90D+1.60W 0.34 0.34 0.34 0.34 0.34 82.16 0.00psipsipsipsipsipsi 0.00+0.90D-1.60W 5.23 5.23 5.23 5.23 5.23 82.16 0.06psipsipsipsipsipsi 0.00+0.8772D 2.38 2.38 2.38 2.38 2.38 82.16 0.03psipsipsipsipsipsi 0.00
Vu / Phi*VnTwo-Way "Punching" Shear All units k
StatusVu Phi*VnLoad Combination...+1.40D 15.82 164.32 0.09626 OKpsipsi+1.20D+0.50Lr 17.59 164.32 0.1071 OKpsipsi+1.20D+0.50S 17.75 164.32 0.108 OKpsipsi+1.20D+1.60Lr 26.47 164.32 0.1611 OKpsipsi+1.20D+1.60Lr+0.80W 20.67 164.32 0.1258 OKpsipsi+1.20D+1.60Lr-0.80W 32.26 164.32 0.1963 OKpsipsi+1.20D+1.60S 26.98 164.32 0.1642 OKpsipsi+1.20D+1.60S+0.80W 21.19 164.32 0.1289 OKpsipsi+1.20D+1.60S-0.80W 32.77 164.32 0.1995 OKpsipsi+1.20D+0.50Lr+1.60W 6.01 164.32 0.03654 OKpsipsi+1.20D+0.50Lr-1.60W 29.18 164.32 0.1776 OKpsipsi+1.20D+0.50S+1.60W 6.16 164.32 0.03752 OKpsipsi+1.20D+0.50S-1.60W 29.34 164.32 0.1786 OKpsipsi+1.223D+0.20S 15.49 164.32 0.09428 OKpsipsi+0.90D+1.60W 1.42 164.32 0.008638 OKpsipsi+0.90D-1.60W 21.76 164.32 0.1324 OKpsipsi+0.8772D 9.91 164.32 0.06031 OKpsipsi
General Footing 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\CA2RXF~9.EC6
Description : C2
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: 6 NOV 2017, 6:11PM
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
2.0
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= 0.0 ksf
when max. length or width is greater than= 0.0 ft
:
=
Add Ftg Wt for Soil Pressure YesYes:Use ftg wt for stability, moments & shears
when footing base is below 0.0 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 surface0.0
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 5.0 ftLength parallel to Z-Z Axis
=5.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis 0.0 inpz : parallel to Z-Z Axis 0.0 inHeight =
=0.0 in
Footing Thickness=
12.0 in=
Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size=
5Number of Bars
=5
Bars parallel to Z-Z Axis
Reinforcing Bar Size = 5Number of Bars = 5
Bandwidth Distribution Check (ACI 15.4.4.2)Direction Requiring Closer Separation n/a# Bars required within zone n/a# Bars required on each side of zone n/a
Applied Loads
20.887 6.825 0.0 7.152 -3.970 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0
D Lr
ksf
L SP : Column LoadOB : Overburden =
kW E
M-zzV-x
== 0.0 k
0.00.0 0.0 0.0 0.0 0.0
V-z 0.0 k0.0 0.0 0.0 0.0 0.00.0
0.0 0.0M-xx =
0.0 k-ft= 0.0 0.00.0 k-ft
0.00.0
0.00.0 0.0 0.0 0.0 0.0
H=
General Footing 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\CA2RXF~9.EC6
Description : C2
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: 6 NOV 2017, 6:11PM
Project Descr:
PASS n/a Sliding - X-X 0.0 k 0.0 k No SlidingPASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OKGoverning Load CombinationMin. Ratio Item Applied Capacity
PASS 0.9493 Soil Bearing 1.424 ksf 1.50 ksf +D+0.750S-0.750W about Z-Z axisPASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No OverturningPASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS 4.120 Uplift -3.970 k 16.357 k +0.60D+WPASS 0.4089 Z Flexure (+X) 4.960 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.4089 Z Flexure (-X) 4.960 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.4089 X Flexure (+Z) 4.960 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.4089 X Flexure (-Z) 4.960 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.3131 1-way Shear (+X) 25.721 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.3131 1-way Shear (-X) 25.721 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.3131 1-way Shear (+Z) 25.721 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.3131 1-way Shear (-Z) 25.721 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.7286 2-way Punching 119.724 psi 164.317 psi +1.20D+1.60S-0.80W
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/a1.090 1.090 n/a 0.7270.0n/aX-X, +D+Lr 1.50 n/a1.363 1.363 n/a 0.9090.0n/aX-X, +D+S 1.50 n/a1.377 1.377 n/a 0.9180.0n/aX-X, +D+0.750Lr 1.50 n/a1.295 1.295 n/a 0.8630.0n/aX-X, +D+0.750S 1.50 n/a1.305 1.305 n/a 0.8700.0n/aX-X, +D+W 1.50 n/a0.9317 0.9317 n/a 0.6210.0n/aX-X, +D-W 1.50 n/a1.249 1.249 n/a 0.8330.0n/aX-X, +D+0.750Lr+0.750W 1.50 n/a1.176 1.176 n/a 0.7840.0n/aX-X, +D+0.750Lr-0.750W 1.50 n/a1.414 1.414 n/a 0.9430.0n/aX-X, +D+0.750S+0.750W 1.50 n/a1.186 1.186 n/a 0.7910.0n/aX-X, +D+0.750S-0.750W 1.50 n/a1.424 1.424 n/a 0.9490.0n/aX-X, +0.60D+W 1.50 n/a0.4955 0.4955 n/a 0.3300.0n/aX-X, +0.60D-W 1.50 n/a0.8131 0.8131 n/a 0.5420.0n/aX-X, +0.60D 1.50 n/a0.6543 0.6543 n/a 0.4360.0n/aZ-Z, D Only 1.50 1.090n/a n/a 1.090 0.727n/a0.0Z-Z, +D+Lr 1.50 1.363n/a n/a 1.363 0.909n/a0.0Z-Z, +D+S 1.50 1.377n/a n/a 1.377 0.918n/a0.0Z-Z, +D+0.750Lr 1.50 1.295n/a n/a 1.295 0.863n/a0.0Z-Z, +D+0.750S 1.50 1.305n/a n/a 1.305 0.870n/a0.0Z-Z, +D+W 1.50 0.9317n/a n/a 0.9317 0.621n/a0.0Z-Z, +D-W 1.50 1.249n/a n/a 1.249 0.833n/a0.0Z-Z, +D+0.750Lr+0.750W 1.50 1.176n/a n/a 1.176 0.784n/a0.0Z-Z, +D+0.750Lr-0.750W 1.50 1.414n/a n/a 1.414 0.943n/a0.0Z-Z, +D+0.750S+0.750W 1.50 1.186n/a n/a 1.186 0.791n/a0.0Z-Z, +D+0.750S-0.750W 1.50 1.424n/a n/a 1.424 0.949n/a0.0Z-Z, +0.60D+W 1.50 0.4955n/a n/a 0.4955 0.330n/a0.0Z-Z, +0.60D-W 1.50 0.8131n/a n/a 0.8131 0.542n/a0.0Z-Z, +0.60D 1.50 0.6543n/a n/a 0.6543 0.436n/a0.0
Rotation Axis &Overturning Stability
Load Combination... StatusOverturning Moment Resisting Moment Stability RatioFooting Has NO Overturning
Force Application AxisSliding Stability All units k
Load Combination... StatusSliding Force Resisting Force Stability RatioFooting Has NO Sliding
General Footing 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\CA2RXF~9.EC6
Description : C2
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: 6 NOV 2017, 6:11PM
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
X-X, +1.40D 3.655 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.40D 3.655 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 3.560 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 3.560 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 3.580 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 3.580 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 4.498 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 4.498 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 4.101 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 4.101 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 4.895 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 4.895 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 4.563 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 4.563 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 4.166 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 4.166 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 4.960 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 4.960 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 2.766 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 2.766 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 4.354 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 4.354 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 2.786 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 2.786 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 4.374 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 4.374 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 3.371 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 3.371 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 1.556 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 1.556 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 3.144 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 3.144 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 2.290 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 2.290 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 3.655 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 3.655 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 3.560 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 3.560 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 3.580 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 3.580 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 4.498 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 4.498 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 4.101 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 4.101 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 4.895 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 4.895 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 4.563 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 4.563 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 4.166 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 4.166 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 4.960 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 4.960 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 2.766 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 2.766 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 4.354 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 4.354 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 2.786 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 2.786 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 4.374 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 4.374 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 3.371 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 3.371 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D+1.60W 1.556 -X Bottom 0.2592 Min Temp % 0.310 12.131 OK
General Footing 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\CA2RXF~9.EC6
Description : C2
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: 6 NOV 2017, 6:11PM
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, +0.90D+1.60W 1.556 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 3.144 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 3.144 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 2.290 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 2.290 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKOne Way Shear
Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status+1.40D 18.95 18.95 18.95 18.95 18.95 82.16 0.23psipsipsipsipsipsi 0.00+1.20D+0.50Lr 18.46 18.46 18.46 18.46 18.46 82.16 0.22psipsipsipsipsipsi 0.00+1.20D+0.50S 18.56 18.56 18.56 18.56 18.56 82.16 0.23psipsipsipsipsipsi 0.00+1.20D+1.60Lr 23.32 23.32 23.32 23.32 23.32 82.16 0.28psipsipsipsipsipsi 0.00+1.20D+1.60Lr+0.80W 21.27 21.27 21.27 21.27 21.27 82.16 0.26psipsipsipsipsipsi 0.00+1.20D+1.60Lr-0.80W 25.38 25.38 25.38 25.38 25.38 82.16 0.31psipsipsipsipsipsi 0.00+1.20D+1.60S 23.66 23.66 23.66 23.66 23.66 82.16 0.29psipsipsipsipsipsi 0.00+1.20D+1.60S+0.80W 21.60 21.60 21.60 21.60 21.60 82.16 0.26psipsipsipsipsipsi 0.00+1.20D+1.60S-0.80W 25.72 25.72 25.72 25.72 25.72 82.16 0.31psipsipsipsipsipsi 0.00+1.20D+0.50Lr+1.60W 14.34 14.34 14.34 14.34 14.34 82.16 0.17psipsipsipsipsipsi 0.00+1.20D+0.50Lr-1.60W 22.57 22.57 22.57 22.57 22.57 82.16 0.27psipsipsipsipsipsi 0.00+1.20D+0.50S+1.60W 14.45 14.45 14.45 14.45 14.45 82.16 0.18psipsipsipsipsipsi 0.00+1.20D+0.50S-1.60W 22.68 22.68 22.68 22.68 22.68 82.16 0.28psipsipsipsipsipsi 0.00+1.223D+0.20S 17.48 17.48 17.48 17.48 17.48 82.16 0.21psipsipsipsipsipsi 0.00+0.90D+1.60W 8.07 8.07 8.07 8.07 8.07 82.16 0.10psipsipsipsipsipsi 0.00+0.90D-1.60W 16.30 16.30 16.30 16.30 16.30 82.16 0.20psipsipsipsipsipsi 0.00+0.8772D 11.88 11.88 11.88 11.88 11.88 82.16 0.14psipsipsipsipsipsi 0.00
Vu / Phi*VnTwo-Way "Punching" Shear All units k
StatusVu Phi*VnLoad Combination...+1.40D 88.22 164.32 0.5369 OKpsipsi+1.20D+0.50Lr 85.91 164.32 0.5229 OKpsipsi+1.20D+0.50S 86.41 164.32 0.5259 OKpsipsi+1.20D+1.60Lr 108.56 164.32 0.6607 OKpsipsi+1.20D+1.60Lr+0.80W 98.98 164.32 0.6024 OKpsipsi+1.20D+1.60Lr-0.80W 118.15 164.32 0.719 OKpsipsi+1.20D+1.60S 110.14 164.32 0.6703 OKpsipsi+1.20D+1.60S+0.80W 100.56 164.32 0.612 OKpsipsi+1.20D+1.60S-0.80W 119.72 164.32 0.7286 OKpsipsi+1.20D+0.50Lr+1.60W 66.75 164.32 0.4062 OKpsipsi+1.20D+0.50Lr-1.60W 105.08 164.32 0.6395 OKpsipsi+1.20D+0.50S+1.60W 67.24 164.32 0.4092 OKpsipsi+1.20D+0.50S-1.60W 105.57 164.32 0.6425 OKpsipsi+1.223D+0.20S 81.37 164.32 0.4952 OKpsipsi+0.90D+1.60W 37.55 164.32 0.2285 OKpsipsi+0.90D-1.60W 75.88 164.32 0.4618 OKpsipsi+0.8772D 55.28 164.32 0.3364 OKpsipsi
General Footing 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\CA2RXF~9.EC6
Description : C3
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: 6 NOV 2017, 6:14PM
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
2.0
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= 0.0 ksf
when max. length or width is greater than= 0.0 ft
:
=
Add Ftg Wt for Soil Pressure YesYes:Use ftg wt for stability, moments & shears
when footing base is below 0.0 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 surface0.0
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 5.0 ftLength parallel to Z-Z Axis
=5.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis 0.0 inpz : parallel to Z-Z Axis 0.0 inHeight =
=0.0 in
Footing Thickness=
12.0 in=
Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size=
5Number of Bars
=5.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size = 5Number of Bars = 5.0
Bandwidth Distribution Check (ACI 15.4.4.2)Direction Requiring Closer Separation n/a# Bars required within zone n/a# Bars required on each side of zone n/a
Applied Loads
13.92 4.411 0.0 4.633 -3.528 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0
D Lr
ksf
L SP : Column LoadOB : Overburden =
kW E
M-zzV-x
== 0.0 k
0.00.0 0.0 0.0 0.0 0.0
V-z 0.0 k0.0 0.0 0.0 0.0 0.00.0
0.0 0.0M-xx =
0.0 k-ft= 0.0 0.00.0 k-ft
0.00.0
0.00.0 0.0 0.0 0.0 0.0
H=
General Footing 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\CA2RXF~9.EC6
Description : C3
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: 6 NOV 2017, 6:14PM
Project Descr:
PASS n/a Sliding - X-X 0.0 k 0.0 k No SlidingPASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OKGoverning Load CombinationMin. Ratio Item Applied Capacity
PASS 0.7047 Soil Bearing 1.057 ksf 1.50 ksf +D+0.750S-0.750W about Z-Z axisPASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No OverturningPASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS 3.452 Uplift -3.528 k 12.177 k +0.60D+WPASS 0.2776 Z Flexure (+X) 3.367 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.2776 Z Flexure (-X) 3.367 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.2776 X Flexure (+Z) 3.367 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.2776 X Flexure (-Z) 3.367 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.2125 1-way Shear (+X) 17.461 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.2125 1-way Shear (-X) 17.461 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.2125 1-way Shear (+Z) 17.461 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.2125 1-way Shear (-Z) 17.461 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.4946 2-way Punching 81.275 psi 164.317 psi +1.20D+1.60S-0.80W
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/a0.8118 0.8118 n/a 0.5410.0n/aX-X, +D+Lr 1.50 n/a0.9882 0.9882 n/a 0.6590.0n/aX-X, +D+S 1.50 n/a0.9971 0.9971 n/a 0.6650.0n/aX-X, +D+0.750Lr 1.50 n/a0.9441 0.9441 n/a 0.6290.0n/aX-X, +D+0.750S 1.50 n/a0.9508 0.9508 n/a 0.6340.0n/aX-X, +D+W 1.50 n/a0.6707 0.6707 n/a 0.4470.0n/aX-X, +D-W 1.50 n/a0.9529 0.9529 n/a 0.6350.0n/aX-X, +D+0.750Lr+0.750W 1.50 n/a0.8383 0.8383 n/a 0.5590.0n/aX-X, +D+0.750Lr-0.750W 1.50 n/a1.050 1.050 n/a 0.7000.0n/aX-X, +D+0.750S+0.750W 1.50 n/a0.8450 0.8450 n/a 0.5630.0n/aX-X, +D+0.750S-0.750W 1.50 n/a1.057 1.057 n/a 0.7050.0n/aX-X, +0.60D+W 1.50 n/a0.3460 0.3460 n/a 0.2310.0n/aX-X, +0.60D-W 1.50 n/a0.6282 0.6282 n/a 0.4190.0n/aX-X, +0.60D 1.50 n/a0.4871 0.4871 n/a 0.3250.0n/aZ-Z, D Only 1.50 0.8118n/a n/a 0.8118 0.541n/a0.0Z-Z, +D+Lr 1.50 0.9882n/a n/a 0.9882 0.659n/a0.0Z-Z, +D+S 1.50 0.9971n/a n/a 0.9971 0.665n/a0.0Z-Z, +D+0.750Lr 1.50 0.9441n/a n/a 0.9441 0.629n/a0.0Z-Z, +D+0.750S 1.50 0.9508n/a n/a 0.9508 0.634n/a0.0Z-Z, +D+W 1.50 0.6707n/a n/a 0.6707 0.447n/a0.0Z-Z, +D-W 1.50 0.9529n/a n/a 0.9529 0.635n/a0.0Z-Z, +D+0.750Lr+0.750W 1.50 0.8383n/a n/a 0.8383 0.559n/a0.0Z-Z, +D+0.750Lr-0.750W 1.50 1.050n/a n/a 1.050 0.700n/a0.0Z-Z, +D+0.750S+0.750W 1.50 0.8450n/a n/a 0.8450 0.563n/a0.0Z-Z, +D+0.750S-0.750W 1.50 1.057n/a n/a 1.057 0.705n/a0.0Z-Z, +0.60D+W 1.50 0.3460n/a n/a 0.3460 0.231n/a0.0Z-Z, +0.60D-W 1.50 0.6282n/a n/a 0.6282 0.419n/a0.0Z-Z, +0.60D 1.50 0.4871n/a n/a 0.4871 0.325n/a0.0
Rotation Axis &Overturning Stability
Load Combination... StatusOverturning Moment Resisting Moment Stability RatioFooting Has NO Overturning
Force Application AxisSliding Stability All units k
Load Combination... StatusSliding Force Resisting Force Stability RatioFooting Has NO Sliding
General Footing 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\CA2RXF~9.EC6
Description : C3
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: 6 NOV 2017, 6:14PM
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
X-X, +1.40D 2.436 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.40D 2.436 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 2.364 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 2.364 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 2.378 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 2.378 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 2.970 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 2.970 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 2.617 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 2.617 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 3.323 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 3.323 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 3.015 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 3.015 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 2.662 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 2.662 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 3.367 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 3.367 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 1.658 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 1.658 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 3.069 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 3.069 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 1.672 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 1.672 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 3.083 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 3.083 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 2.244 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 2.244 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 0.8604 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 0.8604 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 2.272 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 2.272 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 1.526 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 1.526 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 2.436 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 2.436 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 2.364 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 2.364 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 2.378 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 2.378 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 2.970 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 2.970 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 2.617 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 2.617 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 3.323 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 3.323 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 3.015 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 3.015 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 2.662 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 2.662 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 3.367 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 3.367 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 1.658 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 1.658 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 3.069 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 3.069 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 1.672 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 1.672 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 3.083 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 3.083 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 2.244 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 2.244 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D+1.60W 0.8604 -X Bottom 0.2592 Min Temp % 0.310 12.131 OK
General Footing 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\CA2RXF~9.EC6
Description : C3
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: 6 NOV 2017, 6:14PM
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, +0.90D+1.60W 0.8604 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 2.272 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 2.272 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 1.526 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 1.526 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKOne Way Shear
Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status+1.40D 12.63 12.63 12.63 12.63 12.63 82.16 0.15psipsipsipsipsipsi 0.00+1.20D+0.50Lr 12.26 12.26 12.26 12.26 12.26 82.16 0.15psipsipsipsipsipsi 0.00+1.20D+0.50S 12.33 12.33 12.33 12.33 12.33 82.16 0.15psipsipsipsipsipsi 0.00+1.20D+1.60Lr 15.40 15.40 15.40 15.40 15.40 82.16 0.19psipsipsipsipsipsi 0.00+1.20D+1.60Lr+0.80W 13.57 13.57 13.57 13.57 13.57 82.16 0.17psipsipsipsipsipsi 0.00+1.20D+1.60Lr-0.80W 17.23 17.23 17.23 17.23 17.23 82.16 0.21psipsipsipsipsipsi 0.00+1.20D+1.60S 15.63 15.63 15.63 15.63 15.63 82.16 0.19psipsipsipsipsipsi 0.00+1.20D+1.60S+0.80W 13.80 13.80 13.80 13.80 13.80 82.16 0.17psipsipsipsipsipsi 0.00+1.20D+1.60S-0.80W 17.46 17.46 17.46 17.46 17.46 82.16 0.21psipsipsipsipsipsi 0.00+1.20D+0.50Lr+1.60W 8.60 8.60 8.60 8.60 8.60 82.16 0.10psipsipsipsipsipsi 0.00+1.20D+0.50Lr-1.60W 15.92 15.92 15.92 15.92 15.92 82.16 0.19psipsipsipsipsipsi 0.00+1.20D+0.50S+1.60W 8.67 8.67 8.67 8.67 8.67 82.16 0.11psipsipsipsipsipsi 0.00+1.20D+0.50S-1.60W 15.99 15.99 15.99 15.99 15.99 82.16 0.19psipsipsipsipsipsi 0.00+1.223D+0.20S 11.63 11.63 11.63 11.63 11.63 82.16 0.14psipsipsipsipsipsi 0.00+0.90D+1.60W 4.46 4.46 4.46 4.46 4.46 82.16 0.05psipsipsipsipsipsi 0.00+0.90D-1.60W 11.78 11.78 11.78 11.78 11.78 82.16 0.14psipsipsipsipsipsi 0.00+0.8772D 7.91 7.91 7.91 7.91 7.91 82.16 0.10psipsipsipsipsipsi 0.00
Vu / Phi*VnTwo-Way "Punching" Shear All units k
StatusVu Phi*VnLoad Combination...+1.40D 58.80 164.32 0.3578 OKpsipsi+1.20D+0.50Lr 57.05 164.32 0.3472 OKpsipsi+1.20D+0.50S 57.38 164.32 0.3492 OKpsipsi+1.20D+1.60Lr 71.69 164.32 0.4363 OKpsipsi+1.20D+1.60Lr+0.80W 63.17 164.32 0.3845 OKpsipsi+1.20D+1.60Lr-0.80W 80.20 164.32 0.4881 OKpsipsi+1.20D+1.60S 72.76 164.32 0.4428 OKpsipsi+1.20D+1.60S+0.80W 64.25 164.32 0.391 OKpsipsi+1.20D+1.60S-0.80W 81.28 164.32 0.4946 OKpsipsi+1.20D+0.50Lr+1.60W 40.02 164.32 0.2436 OKpsipsi+1.20D+0.50Lr-1.60W 74.08 164.32 0.4508 OKpsipsi+1.20D+0.50S+1.60W 40.35 164.32 0.2456 OKpsipsi+1.20D+0.50S-1.60W 74.42 164.32 0.4529 OKpsipsi+1.223D+0.20S 54.15 164.32 0.3295 OKpsipsi+0.90D+1.60W 20.77 164.32 0.1264 OKpsipsi+0.90D-1.60W 54.83 164.32 0.3337 OKpsipsi+0.8772D 36.84 164.32 0.2242 OKpsipsi
General Footing 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\CA2RXF~9.EC6
Description : C4
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: 6 NOV 2017, 6:18PM
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
2.0
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= 0.0 ksf
when max. length or width is greater than= 0.0 ft
:
=
Add Ftg Wt for Soil Pressure YesYes:Use ftg wt for stability, moments & shears
when footing base is below 0.0 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 surface0.0
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 6.0 ftLength parallel to Z-Z Axis
=6.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis 0.0 inpz : parallel to Z-Z Axis 0.0 inHeight =
=0.0 in
Footing Thickness=
12.0 in=
Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size=
5Number of Bars
=6
Bars parallel to Z-Z Axis
Reinforcing Bar Size = 5Number of Bars = 6
Bandwidth Distribution Check (ACI 15.4.4.2)Direction Requiring Closer Separation n/a# Bars required within zone n/a# Bars required on each side of zone n/a
Applied Loads
21.780 6.695 0.0 7.031 -6.345 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0
D Lr
ksf
L SP : Column LoadOB : Overburden =
kW E
M-zzV-x
== 0.0 k
0.00.0 0.0 0.0 0.0 0.0
V-z 0.0 k0.0 0.0 0.0 0.0 0.00.0
0.0 0.0M-xx =
0.0 k-ft= 0.0 0.00.0 k-ft
0.00.0
0.00.0 0.0 0.0 0.0 0.0
H=
General Footing 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\CA2RXF~9.EC6
Description : C4
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: 6 NOV 2017, 6:18PM
Project Descr:
PASS n/a Sliding - X-X 0.0 k 0.0 k No SlidingPASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OKGoverning Load CombinationMin. Ratio Item Applied Capacity
PASS 0.7593 Soil Bearing 1.139 ksf 1.50 ksf +D+0.750S-0.750W about Z-Z axisPASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No OverturningPASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS 2.928 Uplift -6.345 k 18.576 k +0.60D+WPASS 0.4375 Z Flexure (+X) 5.308 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.4375 Z Flexure (-X) 5.308 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.4375 X Flexure (+Z) 5.308 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.4375 X Flexure (-Z) 5.308 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.2951 1-way Shear (+X) 24.245 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.3031 1-way Shear (-X) 24.90 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.2951 1-way Shear (+Z) 24.245 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.3031 1-way Shear (-Z) 24.90 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.7861 2-way Punching 129.167 psi 164.317 psi +1.20D+1.60S-0.80W
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/a0.860 0.860 n/a 0.5730.0n/aX-X, +D+Lr 1.50 n/a1.046 1.046 n/a 0.6970.0n/aX-X, +D+S 1.50 n/a1.055 1.055 n/a 0.7030.0n/aX-X, +D+0.750Lr 1.50 n/a0.9995 0.9995 n/a 0.6660.0n/aX-X, +D+0.750S 1.50 n/a1.006 1.006 n/a 0.6710.0n/aX-X, +D+W 1.50 n/a0.6838 0.6838 n/a 0.4560.0n/aX-X, +D-W 1.50 n/a1.036 1.036 n/a 0.6910.0n/aX-X, +D+0.750Lr+0.750W 1.50 n/a0.8673 0.8673 n/a 0.5780.0n/aX-X, +D+0.750Lr-0.750W 1.50 n/a1.132 1.132 n/a 0.7550.0n/aX-X, +D+0.750S+0.750W 1.50 n/a0.8743 0.8743 n/a 0.5830.0n/aX-X, +D+0.750S-0.750W 1.50 n/a1.139 1.139 n/a 0.7590.0n/aX-X, +0.60D+W 1.50 n/a0.3398 0.3398 n/a 0.2270.0n/aX-X, +0.60D-W 1.50 n/a0.6923 0.6923 n/a 0.4620.0n/aX-X, +0.60D 1.50 n/a0.5160 0.5160 n/a 0.3440.0n/aZ-Z, D Only 1.50 0.860n/a n/a 0.860 0.573n/a0.0Z-Z, +D+Lr 1.50 1.046n/a n/a 1.046 0.697n/a0.0Z-Z, +D+S 1.50 1.055n/a n/a 1.055 0.703n/a0.0Z-Z, +D+0.750Lr 1.50 0.9995n/a n/a 0.9995 0.666n/a0.0Z-Z, +D+0.750S 1.50 1.006n/a n/a 1.006 0.671n/a0.0Z-Z, +D+W 1.50 0.6838n/a n/a 0.6838 0.456n/a0.0Z-Z, +D-W 1.50 1.036n/a n/a 1.036 0.691n/a0.0Z-Z, +D+0.750Lr+0.750W 1.50 0.8673n/a n/a 0.8673 0.578n/a0.0Z-Z, +D+0.750Lr-0.750W 1.50 1.132n/a n/a 1.132 0.755n/a0.0Z-Z, +D+0.750S+0.750W 1.50 0.8743n/a n/a 0.8743 0.583n/a0.0Z-Z, +D+0.750S-0.750W 1.50 1.139n/a n/a 1.139 0.759n/a0.0Z-Z, +0.60D+W 1.50 0.3398n/a n/a 0.3398 0.227n/a0.0Z-Z, +0.60D-W 1.50 0.6923n/a n/a 0.6923 0.462n/a0.0Z-Z, +0.60D 1.50 0.5160n/a n/a 0.5160 0.344n/a0.0
Rotation Axis &Overturning Stability
Load Combination... StatusOverturning Moment Resisting Moment Stability RatioFooting Has NO Overturning
Force Application AxisSliding Stability All units k
Load Combination... StatusSliding Force Resisting Force Stability RatioFooting Has NO Sliding
General Footing 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\CA2RXF~9.EC6
Description : C4
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: 6 NOV 2017, 6:18PM
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
X-X, +1.40D 3.812 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.40D 3.812 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 3.685 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 3.685 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 3.706 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 3.706 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 4.606 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 4.606 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 3.972 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 3.972 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 5.241 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 5.241 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 4.673 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 4.673 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 4.039 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 4.039 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 5.308 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 5.308 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 2.416 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 2.416 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 4.954 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 4.954 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 2.437 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 2.437 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 4.975 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 4.975 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 3.505 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 3.505 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 1.181 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 1.181 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 3.719 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 3.719 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 2.388 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 2.388 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 3.812 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 3.812 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 3.685 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 3.685 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 3.706 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 3.706 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 4.606 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 4.606 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 3.972 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 3.972 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 5.241 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 5.241 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 4.673 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 4.673 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 4.039 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 4.039 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 5.308 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 5.308 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 2.416 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 2.416 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 4.954 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 4.954 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 2.437 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 2.437 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 4.975 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 4.975 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 3.505 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 3.505 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D+1.60W 1.181 -X Bottom 0.2592 Min Temp % 0.310 12.131 OK
General Footing 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\CA2RXF~9.EC6
Description : C4
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: 6 NOV 2017, 6:18PM
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, +0.90D+1.60W 1.181 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 3.719 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 3.719 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 2.388 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 2.388 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKOne Way Shear
Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status+1.40D 17.88 17.41 17.88 17.41 17.88 82.16 0.22psipsipsipsipsipsi 0.00+1.20D+0.50Lr 17.29 16.84 17.29 16.84 17.29 82.16 0.21psipsipsipsipsipsi 0.00+1.20D+0.50S 17.39 16.93 17.39 16.93 17.39 82.16 0.21psipsipsipsipsipsi 0.00+1.20D+1.60Lr 21.61 21.04 21.61 21.04 21.61 82.16 0.26psipsipsipsipsipsi 0.00+1.20D+1.60Lr+0.80W 18.63 18.14 18.63 18.14 18.63 82.16 0.23psipsipsipsipsipsi 0.00+1.20D+1.60Lr-0.80W 24.59 23.94 24.59 23.94 24.59 82.16 0.30psipsipsipsipsipsi 0.00+1.20D+1.60S 21.92 21.35 21.92 21.35 21.92 82.16 0.27psipsipsipsipsipsi 0.00+1.20D+1.60S+0.80W 18.95 18.45 18.95 18.45 18.95 82.16 0.23psipsipsipsipsipsi 0.00+1.20D+1.60S-0.80W 24.90 24.25 24.90 24.25 24.90 82.16 0.30psipsipsipsipsipsi 0.00+1.20D+0.50Lr+1.60W 11.34 11.04 11.34 11.04 11.34 82.16 0.14psipsipsipsipsipsi 0.00+1.20D+0.50Lr-1.60W 23.24 22.63 23.24 22.63 23.24 82.16 0.28psipsipsipsipsipsi 0.00+1.20D+0.50S+1.60W 11.44 11.13 11.44 11.13 11.44 82.16 0.14psipsipsipsipsipsi 0.00+1.20D+0.50S-1.60W 23.34 22.73 23.34 22.73 23.34 82.16 0.28psipsipsipsipsipsi 0.00+1.223D+0.20S 16.44 16.01 16.44 16.01 16.44 82.16 0.20psipsipsipsipsipsi 0.00+0.90D+1.60W 5.54 5.40 5.54 5.40 5.54 82.16 0.07psipsipsipsipsipsi 0.00+0.90D-1.60W 17.45 16.99 17.45 16.99 17.45 82.16 0.21psipsipsipsipsipsi 0.00+0.8772D 11.20 10.91 11.20 10.91 11.20 82.16 0.14psipsipsipsipsipsi 0.00
Vu / Phi*VnTwo-Way "Punching" Shear All units k
StatusVu Phi*VnLoad Combination...+1.40D 92.76 164.32 0.5645 OKpsipsi+1.20D+0.50Lr 89.69 164.32 0.5458 OKpsipsi+1.20D+0.50S 90.20 164.32 0.5489 OKpsipsi+1.20D+1.60Lr 112.09 164.32 0.6822 OKpsipsi+1.20D+1.60Lr+0.80W 96.65 164.32 0.5882 OKpsipsi+1.20D+1.60Lr-0.80W 127.53 164.32 0.7761 OKpsipsi+1.20D+1.60S 113.73 164.32 0.6921 OKpsipsi+1.20D+1.60S+0.80W 98.29 164.32 0.5981 OKpsipsi+1.20D+1.60S-0.80W 129.17 164.32 0.7861 OKpsipsi+1.20D+0.50Lr+1.60W 58.81 164.32 0.3579 OKpsipsi+1.20D+0.50Lr-1.60W 120.57 164.32 0.7338 OKpsipsi+1.20D+0.50S+1.60W 59.32 164.32 0.361 OKpsipsi+1.20D+0.50S-1.60W 121.08 164.32 0.7369 OKpsipsi+1.223D+0.20S 85.29 164.32 0.5191 OKpsipsi+0.90D+1.60W 28.75 164.32 0.1749 OKpsipsi+0.90D-1.60W 90.51 164.32 0.5508 OKpsipsi+0.8772D 58.12 164.32 0.3537 OKpsipsi
General Footing 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\CA2RXF~9.EC6
Description : C5
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: 6 NOV 2017, 6:21PM
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
2.0
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= 0.0 ksf
when max. length or width is greater than= 0.0 ft
:
=
Add Ftg Wt for Soil Pressure YesYes:Use ftg wt for stability, moments & shears
when footing base is below 0.0 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 surface0.0
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 5.0 ftLength parallel to Z-Z Axis
=5.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis 0.0 inpz : parallel to Z-Z Axis 0.0 inHeight =
=0.0 in
Footing Thickness=
12.0 in=
Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size=
5Number of Bars
=5
Bars parallel to Z-Z Axis
Reinforcing Bar Size = 5Number of Bars = 5
Bandwidth Distribution Check (ACI 15.4.4.2)Direction Requiring Closer Separation n/a# Bars required within zone n/a# Bars required on each side of zone n/a
Applied Loads
18.698 6.490 0.0 6.795 -5.10 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0
D Lr
ksf
L SP : Column LoadOB : Overburden =
kW E
M-zzV-x
== 0.0 k
0.00.0 0.0 0.0 0.0 0.0
V-z 0.0 k0.0 0.0 0.0 0.0 0.00.0
0.0 0.0M-xx =
0.0 k-ft= 0.0 0.00.0 k-ft
0.00.0
0.00.0 0.0 0.0 0.0 0.0
H=
General Footing 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\CA2RXF~9.EC6
Description : C5
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: 6 NOV 2017, 6:21PM
Project Descr:
PASS n/a Sliding - X-X 0.0 k 0.0 k No SlidingPASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OKGoverning Load CombinationMin. Ratio Item Applied Capacity
PASS 0.9067 Soil Bearing 1.360 ksf 1.50 ksf +D+0.750S-0.750W about Z-Z axisPASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No OverturningPASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS 2.950 Uplift -5.10 k 15.044 k +0.60D+WPASS 0.3853 Z Flexure (+X) 4.674 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.3853 Z Flexure (-X) 4.674 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.3853 X Flexure (+Z) 4.674 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.3853 X Flexure (-Z) 4.674 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.2950 1-way Shear (+X) 24.234 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.2950 1-way Shear (-X) 24.234 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.2950 1-way Shear (+Z) 24.234 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.2950 1-way Shear (-Z) 24.234 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.6865 2-way Punching 112.804 psi 164.317 psi +1.20D+1.60S-0.80W
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/a1.003 1.003 n/a 0.6690.0n/aX-X, +D+Lr 1.50 n/a1.263 1.263 n/a 0.8420.0n/aX-X, +D+S 1.50 n/a1.275 1.275 n/a 0.8500.0n/aX-X, +D+0.750Lr 1.50 n/a1.198 1.198 n/a 0.7990.0n/aX-X, +D+0.750S 1.50 n/a1.207 1.207 n/a 0.8050.0n/aX-X, +D+W 1.50 n/a0.7989 0.7989 n/a 0.5330.0n/aX-X, +D-W 1.50 n/a1.207 1.207 n/a 0.8050.0n/aX-X, +D+0.750Lr+0.750W 1.50 n/a1.045 1.045 n/a 0.6970.0n/aX-X, +D+0.750Lr-0.750W 1.50 n/a1.351 1.351 n/a 0.9010.0n/aX-X, +D+0.750S+0.750W 1.50 n/a1.054 1.054 n/a 0.7030.0n/aX-X, +D+0.750S-0.750W 1.50 n/a1.360 1.360 n/a 0.9070.0n/aX-X, +0.60D+W 1.50 n/a0.3978 0.3978 n/a 0.2650.0n/aX-X, +0.60D-W 1.50 n/a0.8058 0.8058 n/a 0.5370.0n/aX-X, +0.60D 1.50 n/a0.6018 0.6018 n/a 0.4010.0n/aZ-Z, D Only 1.50 1.003n/a n/a 1.003 0.669n/a0.0Z-Z, +D+Lr 1.50 1.263n/a n/a 1.263 0.842n/a0.0Z-Z, +D+S 1.50 1.275n/a n/a 1.275 0.850n/a0.0Z-Z, +D+0.750Lr 1.50 1.198n/a n/a 1.198 0.799n/a0.0Z-Z, +D+0.750S 1.50 1.207n/a n/a 1.207 0.805n/a0.0Z-Z, +D+W 1.50 0.7989n/a n/a 0.7989 0.533n/a0.0Z-Z, +D-W 1.50 1.207n/a n/a 1.207 0.805n/a0.0Z-Z, +D+0.750Lr+0.750W 1.50 1.045n/a n/a 1.045 0.697n/a0.0Z-Z, +D+0.750Lr-0.750W 1.50 1.351n/a n/a 1.351 0.901n/a0.0Z-Z, +D+0.750S+0.750W 1.50 1.054n/a n/a 1.054 0.703n/a0.0Z-Z, +D+0.750S-0.750W 1.50 1.360n/a n/a 1.360 0.907n/a0.0Z-Z, +0.60D+W 1.50 0.3978n/a n/a 0.3978 0.265n/a0.0Z-Z, +0.60D-W 1.50 0.8058n/a n/a 0.8058 0.537n/a0.0Z-Z, +0.60D 1.50 0.6018n/a n/a 0.6018 0.401n/a0.0
Rotation Axis &Overturning Stability
Load Combination... StatusOverturning Moment Resisting Moment Stability RatioFooting Has NO Overturning
Force Application AxisSliding Stability All units k
Load Combination... StatusSliding Force Resisting Force Stability RatioFooting Has NO Sliding
General Footing 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\CA2RXF~9.EC6
Description : C5
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: 6 NOV 2017, 6:21PM
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
X-X, +1.40D 3.272 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.40D 3.272 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 3.210 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 3.210 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 3.229 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 3.229 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 4.103 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 4.103 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 3.593 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 3.593 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 4.613 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 4.613 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 4.164 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 4.164 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 3.654 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 3.654 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 4.674 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 4.674 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 2.190 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 2.190 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 4.230 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 4.230 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 2.209 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 2.209 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 4.249 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 4.249 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 3.028 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 3.028 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 1.084 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 1.084 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 3.124 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 3.124 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 2.050 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 2.050 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 3.272 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 3.272 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 3.210 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 3.210 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 3.229 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 3.229 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 4.103 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 4.103 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 3.593 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 3.593 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 4.613 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 4.613 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 4.164 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 4.164 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 3.654 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 3.654 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 4.674 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 4.674 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 2.190 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 2.190 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 4.230 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 4.230 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 2.209 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 2.209 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 4.249 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 4.249 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 3.028 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 3.028 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D+1.60W 1.084 -X Bottom 0.2592 Min Temp % 0.310 12.131 OK
General Footing 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\CA2RXF~9.EC6
Description : C5
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: 6 NOV 2017, 6:21PM
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, +0.90D+1.60W 1.084 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 3.124 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 3.124 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 2.050 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 2.050 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKOne Way Shear
Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status+1.40D 16.97 16.97 16.97 16.97 16.97 82.16 0.21psipsipsipsipsipsi 0.00+1.20D+0.50Lr 16.65 16.65 16.65 16.65 16.65 82.16 0.20psipsipsipsipsipsi 0.00+1.20D+0.50S 16.75 16.75 16.75 16.75 16.75 82.16 0.20psipsipsipsipsipsi 0.00+1.20D+1.60Lr 21.27 21.27 21.27 21.27 21.27 82.16 0.26psipsipsipsipsipsi 0.00+1.20D+1.60Lr+0.80W 18.63 18.63 18.63 18.63 18.63 82.16 0.23psipsipsipsipsipsi 0.00+1.20D+1.60Lr-0.80W 23.92 23.92 23.92 23.92 23.92 82.16 0.29psipsipsipsipsipsi 0.00+1.20D+1.60S 21.59 21.59 21.59 21.59 21.59 82.16 0.26psipsipsipsipsipsi 0.00+1.20D+1.60S+0.80W 18.95 18.95 18.95 18.95 18.95 82.16 0.23psipsipsipsipsipsi 0.00+1.20D+1.60S-0.80W 24.23 24.23 24.23 24.23 24.23 82.16 0.30psipsipsipsipsipsi 0.00+1.20D+0.50Lr+1.60W 11.36 11.36 11.36 11.36 11.36 82.16 0.14psipsipsipsipsipsi 0.00+1.20D+0.50Lr-1.60W 21.94 21.94 21.94 21.94 21.94 82.16 0.27psipsipsipsipsipsi 0.00+1.20D+0.50S+1.60W 11.46 11.46 11.46 11.46 11.46 82.16 0.14psipsipsipsipsipsi 0.00+1.20D+0.50S-1.60W 22.03 22.03 22.03 22.03 22.03 82.16 0.27psipsipsipsipsipsi 0.00+1.223D+0.20S 15.70 15.70 15.70 15.70 15.70 82.16 0.19psipsipsipsipsipsi 0.00+0.90D+1.60W 5.62 5.62 5.62 5.62 5.62 82.16 0.07psipsipsipsipsipsi 0.00+0.90D-1.60W 16.20 16.20 16.20 16.20 16.20 82.16 0.20psipsipsipsipsipsi 0.00+0.8772D 10.63 10.63 10.63 10.63 10.63 82.16 0.13psipsipsipsipsipsi 0.00
Vu / Phi*VnTwo-Way "Punching" Shear All units k
StatusVu Phi*VnLoad Combination...+1.40D 78.98 164.32 0.4806 OKpsipsi+1.20D+0.50Lr 77.48 164.32 0.4716 OKpsipsi+1.20D+0.50S 77.94 164.32 0.4744 OKpsipsi+1.20D+1.60Lr 99.02 164.32 0.6026 OKpsipsi+1.20D+1.60Lr+0.80W 86.71 164.32 0.5277 OKpsipsi+1.20D+1.60Lr-0.80W 111.33 164.32 0.6775 OKpsipsi+1.20D+1.60S 100.49 164.32 0.6116 OKpsipsi+1.20D+1.60S+0.80W 88.19 164.32 0.5367 OKpsipsi+1.20D+1.60S-0.80W 112.80 164.32 0.6865 OKpsipsi+1.20D+0.50Lr+1.60W 52.87 164.32 0.3217 OKpsipsi+1.20D+0.50Lr-1.60W 102.10 164.32 0.6214 OKpsipsi+1.20D+0.50S+1.60W 53.33 164.32 0.3245 OKpsipsi+1.20D+0.50S-1.60W 102.56 164.32 0.6242 OKpsipsi+1.223D+0.20S 73.08 164.32 0.4448 OKpsipsi+0.90D+1.60W 26.15 164.32 0.1592 OKpsipsi+0.90D-1.60W 75.39 164.32 0.4588 OKpsipsi+0.8772D 49.48 164.32 0.3012 OKpsipsi
General Footing 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\CA2RXF~9.EC6
Description : C6
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: 6 NOV 2017, 6:25PM
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 Yes: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 4.0 ftLength parallel to Z-Z Axis
=4.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis 48.0 inpz : parallel to Z-Z Axis 12.0 inHeight =
=36.0 in
Footing Thickness=
12.0 in=
Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size=
5Number of Bars
=4
Bars parallel to Z-Z Axis
Reinforcing Bar Size = 5Number of Bars = 4
Bandwidth Distribution Check (ACI 15.4.4.2)Direction Requiring Closer Separation n/a# Bars required within zone n/a# Bars required on each side of zone n/a
Applied Loads
2.764 2.238 2.351 -1.778D Lr
ksf
L SP : Column LoadOB : Overburden =
kW E
M-zzV-x
== k
V-z k
M-xx =k-ft=k-ft
H=
General Footing 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\CA2RXF~9.EC6
Description : C6
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: 6 NOV 2017, 6:25PM
Project Descr:
PASS n/a Sliding - X-X 0.0 k 0.0 k No SlidingPASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OKGoverning Load CombinationMin. Ratio Item Applied Capacity
PASS 0.5783 Soil Bearing 0.8675 ksf 1.50 ksf +D+0.750S-0.750W about Z-Z axisPASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No OverturningPASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS 3.052 Uplift -1.778 k 5.426 k +0.60D+WPASS 0.0 Z Flexure (+X) 0.0 k-ft/ft 0.0 k-ft/ft No MomentPASS 0.0 Z Flexure (-X) 0.0 k-ft/ft 0.0 k-ft/ft No MomentPASS 0.05218 X Flexure (+Z) 0.6330 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.05218 X Flexure (-Z) 0.6330 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 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 0.04821 1-way Shear (+Z) 3.960 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.04821 1-way Shear (-Z) 3.960 psi 82.158 psi +1.20D+1.60S-0.80WPASS n/a 2-way Punching 9.229 psi 82.158 psi +1.40D
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/a0.6740 0.6740 n/a 0.4490.0n/aX-X, +D+Lr 1.50 n/a0.8139 0.8139 n/a 0.5430.0n/aX-X, +D+S 1.50 n/a0.8209 0.8209 n/a 0.5470.0n/aX-X, +D+0.750Lr 1.50 n/a0.7789 0.7789 n/a 0.5190.0n/aX-X, +D+0.750S 1.50 n/a0.7842 0.7842 n/a 0.5230.0n/aX-X, +D+W 1.50 n/a0.5629 0.5629 n/a 0.3750.0n/aX-X, +D-W 1.50 n/a0.7851 0.7851 n/a 0.5230.0n/aX-X, +D+0.750Lr+0.750W 1.50 n/a0.6956 0.6956 n/a 0.4640.0n/aX-X, +D+0.750Lr-0.750W 1.50 n/a0.8623 0.8623 n/a 0.5750.0n/aX-X, +D+0.750S+0.750W 1.50 n/a0.7009 0.7009 n/a 0.4670.0n/aX-X, +D+0.750S-0.750W 1.50 n/a0.8675 0.8675 n/a 0.5780.0n/aX-X, +0.60D+W 1.50 n/a0.2933 0.2933 n/a 0.1960.0n/aX-X, +0.60D-W 1.50 n/a0.5155 0.5155 n/a 0.3440.0n/aX-X, +0.60D 1.50 n/a0.4044 0.4044 n/a 0.2700.0n/aZ-Z, D Only 1.50 0.6740n/a n/a 0.6740 0.449n/a0.0Z-Z, +D+Lr 1.50 0.8139n/a n/a 0.8139 0.543n/a0.0Z-Z, +D+S 1.50 0.8209n/a n/a 0.8209 0.547n/a0.0Z-Z, +D+0.750Lr 1.50 0.7789n/a n/a 0.7789 0.519n/a0.0Z-Z, +D+0.750S 1.50 0.7842n/a n/a 0.7842 0.523n/a0.0Z-Z, +D+W 1.50 0.5629n/a n/a 0.5629 0.375n/a0.0Z-Z, +D-W 1.50 0.7851n/a n/a 0.7851 0.523n/a0.0Z-Z, +D+0.750Lr+0.750W 1.50 0.6956n/a n/a 0.6956 0.464n/a0.0Z-Z, +D+0.750Lr-0.750W 1.50 0.8623n/a n/a 0.8623 0.575n/a0.0Z-Z, +D+0.750S+0.750W 1.50 0.7009n/a n/a 0.7009 0.467n/a0.0Z-Z, +D+0.750S-0.750W 1.50 0.8675n/a n/a 0.8675 0.578n/a0.0Z-Z, +0.60D+W 1.50 0.2933n/a n/a 0.2933 0.196n/a0.0Z-Z, +0.60D-W 1.50 0.5155n/a n/a 0.5155 0.344n/a0.0Z-Z, +0.60D 1.50 0.4044n/a n/a 0.4044 0.270n/a0.0
Rotation Axis &Overturning Stability
Load Combination... StatusOverturning Moment Resisting Moment Stability RatioFooting Has NO Overturning
Force Application AxisSliding Stability All units k
Load Combination... StatusSliding Force Resisting Force Stability RatioFooting Has NO Sliding
General Footing 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\CA2RXF~9.EC6
Description : C6
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: 6 NOV 2017, 6:25PM
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
X-X, +1.40D 0.3134 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.40D 0.3134 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 0.3473 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 0.3473 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 0.3512 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 0.3512 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 0.5203 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 0.5203 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 0.4203 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 0.4203 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 0.6203 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 0.6203 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 0.5330 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 0.5330 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 0.4330 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 0.4330 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 0.6330 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 0.6330 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 0.1473 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 0.1473 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 0.5473 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 0.5473 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 0.1513 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 0.1513 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 0.5512 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 0.5512 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 0.3068 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 0.3068 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 0.001462 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 0.001462 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 0.4014 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 0.4014 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 0.1963 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 0.1963 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D+1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OK
General Footing 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\CA2RXF~9.EC6
Description : C6
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: 6 NOV 2017, 6:25PM
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, +0.90D+1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 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 1.96 1.96 1.96 82.16 0.02psipsipsipsipsipsi 0.00+1.20D+0.50Lr 0.00 0.00 2.17 2.17 2.17 82.16 0.03psipsipsipsipsipsi 0.00+1.20D+0.50S 0.00 0.00 2.20 2.20 2.20 82.16 0.03psipsipsipsipsipsi 0.00+1.20D+1.60Lr 0.00 0.00 3.26 3.26 3.26 82.16 0.04psipsipsipsipsipsi 0.00+1.20D+1.60Lr+0.80W 0.00 0.00 2.63 2.63 2.63 82.16 0.03psipsipsipsipsipsi 0.00+1.20D+1.60Lr-0.80W 0.00 0.00 3.88 3.88 3.88 82.16 0.05psipsipsipsipsipsi 0.00+1.20D+1.60S 0.00 0.00 3.34 3.34 3.34 82.16 0.04psipsipsipsipsipsi 0.00+1.20D+1.60S+0.80W 0.00 0.00 2.71 2.71 2.71 82.16 0.03psipsipsipsipsipsi 0.00+1.20D+1.60S-0.80W 0.00 0.00 3.96 3.96 3.96 82.16 0.05psipsipsipsipsipsi 0.00+1.20D+0.50Lr+1.60W 0.00 0.00 0.92 0.92 0.92 82.16 0.01psipsipsipsipsipsi 0.00+1.20D+0.50Lr-1.60W 0.00 0.00 3.42 3.42 3.42 82.16 0.04psipsipsipsipsipsi 0.00+1.20D+0.50S+1.60W 0.00 0.00 0.95 0.95 0.95 82.16 0.01psipsipsipsipsipsi 0.00+1.20D+0.50S-1.60W 0.00 0.00 3.45 3.45 3.45 82.16 0.04psipsipsipsipsipsi 0.00+1.223D+0.20S 0.00 0.00 1.92 1.92 1.92 82.16 0.02psipsipsipsipsipsi 0.00+0.90D+1.60W 0.00 0.00 0.01 0.01 0.01 82.16 0.00psipsipsipsipsipsi 0.00+0.90D-1.60W 0.00 0.00 2.51 2.51 2.51 82.16 0.03psipsipsipsipsipsi 0.00+0.8772D 0.00 0.00 1.23 1.23 1.23 82.16 0.01psipsipsipsipsipsi 0.00
Vu / Phi*VnTwo-Way "Punching" Shear All units k
StatusVu Phi*VnLoad Combination...+1.40D 9.23 123.24 0.07488 OKpsipsi+1.20D+0.50Lr 9.23 123.24 0.07488 OKpsipsi+1.20D+0.50S 9.23 123.24 0.07488 OKpsipsi+1.20D+1.60Lr 9.23 123.24 0.07488 OKpsipsi+1.20D+1.60Lr+0.80W 9.23 123.24 0.07488 OKpsipsi+1.20D+1.60Lr-0.80W 9.23 123.24 0.07488 OKpsipsi+1.20D+1.60S 9.23 123.24 0.07488 OKpsipsi+1.20D+1.60S+0.80W 9.23 123.24 0.07488 OKpsipsi+1.20D+1.60S-0.80W 9.23 123.24 0.07488 OKpsipsi+1.20D+0.50Lr+1.60W 9.23 123.24 0.07488 OKpsipsi+1.20D+0.50Lr-1.60W 9.23 123.24 0.07488 OKpsipsi+1.20D+0.50S+1.60W 9.23 123.24 0.07488 OKpsipsi+1.20D+0.50S-1.60W 9.23 123.24 0.07488 OKpsipsi+1.223D+0.20S 9.23 123.24 0.07488 OKpsipsi+0.90D+1.60W 9.23 123.24 0.07488 OKpsipsi+0.90D-1.60W 9.23 123.24 0.07488 OKpsipsi+0.8772D 9.23 123.24 0.07488 OKpsipsi
General Footing 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\CA2RXF~9.EC6
Description : C6 & C7
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: 6 NOV 2017, 6:29PM
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 Yes: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 4.0 ftLength parallel to Z-Z Axis
=4.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis 48.0 inpz : parallel to Z-Z Axis 12.0 inHeight =
=36.0 in
Footing Thickness=
12.0 in=
Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size=
5Number of Bars
=4.0
Bars parallel to Z-Z Axis
Reinforcing Bar Size = 5Number of Bars = 4.0
Bandwidth Distribution Check (ACI 15.4.4.2)Direction Requiring Closer Separation n/a# Bars required within zone n/a# Bars required on each side of zone n/a
Applied Loads
3.685 3.016 3.168 -2.157D Lr
ksf
L SP : Column LoadOB : Overburden =
kW E
M-zzV-x
== k
V-z k
M-xx =k-ft=k-ft
H=
General Footing 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\CA2RXF~9.EC6
Description : C6 & C7
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: 6 NOV 2017, 6:29PM
Project Descr:
PASS n/a Sliding - X-X 0.0 k 0.0 k No SlidingPASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OKGoverning Load CombinationMin. Ratio Item Applied Capacity
PASS 0.6541 Soil Bearing 0.9812 ksf 1.50 ksf +D+0.750S-0.750W about Z-Z axisPASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No OverturningPASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS 2.772 Uplift -2.157 k 5.979 k +0.60D+WPASS 0.0 Z Flexure (+X) 0.0 k-ft/ft 0.0 k-ft/ft No MomentPASS 0.0 Z Flexure (-X) 0.0 k-ft/ft 0.0 k-ft/ft No MomentPASS 0.06792 X Flexure (+Z) 0.8239 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.06792 X Flexure (-Z) 0.8239 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 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 0.06274 1-way Shear (+Z) 5.155 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.06274 1-way Shear (-Z) 5.155 psi 82.158 psi +1.20D+1.60S-0.80WPASS n/a 2-way Punching 9.654 psi 82.158 psi +1.40D
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/a0.7316 0.7316 n/a 0.4880.0n/aX-X, +D+Lr 1.50 n/a0.9201 0.9201 n/a 0.6130.0n/aX-X, +D+S 1.50 n/a0.9296 0.9296 n/a 0.6200.0n/aX-X, +D+0.750Lr 1.50 n/a0.8729 0.8729 n/a 0.5820.0n/aX-X, +D+0.750S 1.50 n/a0.8801 0.8801 n/a 0.5870.0n/aX-X, +D+W 1.50 n/a0.5968 0.5968 n/a 0.3980.0n/aX-X, +D-W 1.50 n/a0.8664 0.8664 n/a 0.5780.0n/aX-X, +D+0.750Lr+0.750W 1.50 n/a0.7718 0.7718 n/a 0.5150.0n/aX-X, +D+0.750Lr-0.750W 1.50 n/a0.9740 0.9740 n/a 0.6490.0n/aX-X, +D+0.750S+0.750W 1.50 n/a0.7790 0.7790 n/a 0.5190.0n/aX-X, +D+0.750S-0.750W 1.50 n/a0.9812 0.9812 n/a 0.6540.0n/aX-X, +0.60D+W 1.50 n/a0.3041 0.3041 n/a 0.2030.0n/aX-X, +0.60D-W 1.50 n/a0.5738 0.5738 n/a 0.3830.0n/aX-X, +0.60D 1.50 n/a0.4389 0.4389 n/a 0.2930.0n/aZ-Z, D Only 1.50 0.7316n/a n/a 0.7316 0.488n/a0.0Z-Z, +D+Lr 1.50 0.9201n/a n/a 0.9201 0.613n/a0.0Z-Z, +D+S 1.50 0.9296n/a n/a 0.9296 0.620n/a0.0Z-Z, +D+0.750Lr 1.50 0.8729n/a n/a 0.8729 0.582n/a0.0Z-Z, +D+0.750S 1.50 0.8801n/a n/a 0.8801 0.587n/a0.0Z-Z, +D+W 1.50 0.5968n/a n/a 0.5968 0.398n/a0.0Z-Z, +D-W 1.50 0.8664n/a n/a 0.8664 0.578n/a0.0Z-Z, +D+0.750Lr+0.750W 1.50 0.7718n/a n/a 0.7718 0.515n/a0.0Z-Z, +D+0.750Lr-0.750W 1.50 0.9740n/a n/a 0.9740 0.649n/a0.0Z-Z, +D+0.750S+0.750W 1.50 0.7790n/a n/a 0.7790 0.519n/a0.0Z-Z, +D+0.750S-0.750W 1.50 0.9812n/a n/a 0.9812 0.654n/a0.0Z-Z, +0.60D+W 1.50 0.3041n/a n/a 0.3041 0.203n/a0.0Z-Z, +0.60D-W 1.50 0.5738n/a n/a 0.5738 0.383n/a0.0Z-Z, +0.60D 1.50 0.4389n/a n/a 0.4389 0.293n/a0.0
Rotation Axis &Overturning Stability
Load Combination... StatusOverturning Moment Resisting Moment Stability RatioFooting Has NO Overturning
Force Application AxisSliding Stability All units k
Load Combination... StatusSliding Force Resisting Force Stability RatioFooting Has NO Sliding
General Footing 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\CA2RXF~9.EC6
Description : C6 & C7
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: 6 NOV 2017, 6:29PM
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
X-X, +1.40D 0.4040 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.40D 0.4040 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 0.4523 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 0.4523 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 0.4577 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 0.4577 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 0.6855 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 0.6855 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 0.5642 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 0.5642 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 0.8068 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 0.8068 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 0.7026 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 0.7026 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 0.5813 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 0.5813 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 0.8239 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 0.8239 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 0.2097 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 0.2097 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 0.6949 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 0.6949 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 0.2150 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 0.2150 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 0.7003 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 0.7003 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 0.3974 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 0.3974 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 0.01710 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 0.01710 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 0.5023 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 0.5023 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 0.2531 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 0.2531 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D+1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OK
General Footing 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\CA2RXF~9.EC6
Description : C6 & C7
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: 6 NOV 2017, 6:29PM
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, +0.90D+1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 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 2.53 2.53 2.53 82.16 0.03psipsipsipsipsipsi 0.00+1.20D+0.50Lr 0.00 0.00 2.83 2.83 2.83 82.16 0.03psipsipsipsipsipsi 0.00+1.20D+0.50S 0.00 0.00 2.86 2.86 2.86 82.16 0.03psipsipsipsipsipsi 0.00+1.20D+1.60Lr 0.00 0.00 4.29 4.29 4.29 82.16 0.05psipsipsipsipsipsi 0.00+1.20D+1.60Lr+0.80W 0.00 0.00 3.53 3.53 3.53 82.16 0.04psipsipsipsipsipsi 0.00+1.20D+1.60Lr-0.80W 0.00 0.00 5.05 5.05 5.05 82.16 0.06psipsipsipsipsipsi 0.00+1.20D+1.60S 0.00 0.00 4.40 4.40 4.40 82.16 0.05psipsipsipsipsipsi 0.00+1.20D+1.60S+0.80W 0.00 0.00 3.64 3.64 3.64 82.16 0.04psipsipsipsipsipsi 0.00+1.20D+1.60S-0.80W 0.00 0.00 5.16 5.16 5.16 82.16 0.06psipsipsipsipsipsi 0.00+1.20D+0.50Lr+1.60W 0.00 0.00 1.31 1.31 1.31 82.16 0.02psipsipsipsipsipsi 0.00+1.20D+0.50Lr-1.60W 0.00 0.00 4.35 4.35 4.35 82.16 0.05psipsipsipsipsipsi 0.00+1.20D+0.50S+1.60W 0.00 0.00 1.35 1.35 1.35 82.16 0.02psipsipsipsipsipsi 0.00+1.20D+0.50S-1.60W 0.00 0.00 4.38 4.38 4.38 82.16 0.05psipsipsipsipsipsi 0.00+1.223D+0.20S 0.00 0.00 2.49 2.49 2.49 82.16 0.03psipsipsipsipsipsi 0.00+0.90D+1.60W 0.00 0.00 0.11 0.11 0.11 82.16 0.00psipsipsipsipsipsi 0.00+0.90D-1.60W 0.00 0.00 3.14 3.14 3.14 82.16 0.04psipsipsipsipsipsi 0.00+0.8772D 0.00 0.00 1.58 1.58 1.58 82.16 0.02psipsipsipsipsipsi 0.00
Vu / Phi*VnTwo-Way "Punching" Shear All units k
StatusVu Phi*VnLoad Combination...+1.40D 9.65 123.24 0.07833 OKpsipsi+1.20D+0.50Lr 9.65 123.24 0.07833 OKpsipsi+1.20D+0.50S 9.65 123.24 0.07833 OKpsipsi+1.20D+1.60Lr 9.65 123.24 0.07833 OKpsipsi+1.20D+1.60Lr+0.80W 9.65 123.24 0.07833 OKpsipsi+1.20D+1.60Lr-0.80W 9.65 123.24 0.07833 OKpsipsi+1.20D+1.60S 9.65 123.24 0.07833 OKpsipsi+1.20D+1.60S+0.80W 9.65 123.24 0.07833 OKpsipsi+1.20D+1.60S-0.80W 9.65 123.24 0.07833 OKpsipsi+1.20D+0.50Lr+1.60W 9.65 123.24 0.07833 OKpsipsi+1.20D+0.50Lr-1.60W 9.65 123.24 0.07833 OKpsipsi+1.20D+0.50S+1.60W 9.65 123.24 0.07833 OKpsipsi+1.20D+0.50S-1.60W 9.65 123.24 0.07833 OKpsipsi+1.223D+0.20S 9.65 123.24 0.07833 OKpsipsi+0.90D+1.60W 9.65 123.24 0.07833 OKpsipsi+0.90D-1.60W 9.65 123.24 0.07833 OKpsipsi+0.8772D 9.65 123.24 0.07833 OKpsipsi
General Footing 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\CA2RXF~9.EC6
Description : C7 & C8
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: 6 NOV 2017, 6:33PM
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 Yes: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 4.0 ftLength parallel to Z-Z Axis
=4.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis 48.0 inpz : parallel to Z-Z Axis 12.0 inHeight =
=36.0 in
Footing Thickness=
12.0 in=
Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size=
5Number of Bars
=4
Bars parallel to Z-Z Axis
Reinforcing Bar Size = 5Number of Bars = 4
Bandwidth Distribution Check (ACI 15.4.4.2)Direction Requiring Closer Separation n/a# Bars required within zone n/a# Bars required on each side of zone n/a
Applied Loads
2.543 2.148 2.256 -1.387D Lr
ksf
L SP : Column LoadOB : Overburden =
kW E
M-zzV-x
== k
V-z k
M-xx =k-ft=k-ft
H=
General Footing 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\CA2RXF~9.EC6
Description : C7 & C8
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: 6 NOV 2017, 6:33PM
Project Descr:
PASS n/a Sliding - X-X 0.0 k 0.0 k No SlidingPASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OKGoverning Load CombinationMin. Ratio Item Applied Capacity
PASS 0.5540 Soil Bearing 0.8310 ksf 1.50 ksf +D+0.750S-0.750W about Z-Z axisPASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No OverturningPASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS 3.817 Uplift -1.387 k 5.294 k +0.60D+WPASS 0.0 Z Flexure (+X) 0.0 k-ft/ft 0.0 k-ft/ft No MomentPASS 0.0 Z Flexure (-X) 0.0 k-ft/ft 0.0 k-ft/ft No MomentPASS 0.04795 X Flexure (+Z) 0.5817 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.04795 X Flexure (-Z) 0.5817 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 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 0.04430 1-way Shear (+Z) 3.639 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.04430 1-way Shear (-Z) 3.639 psi 82.158 psi +1.20D+1.60S-0.80WPASS n/a 2-way Punching 7.803 psi 82.158 psi +1.40D
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/a0.6602 0.6602 n/a 0.4400.0n/aX-X, +D+Lr 1.50 n/a0.7944 0.7944 n/a 0.5300.0n/aX-X, +D+S 1.50 n/a0.8012 0.8012 n/a 0.5340.0n/aX-X, +D+0.750Lr 1.50 n/a0.7609 0.7609 n/a 0.5070.0n/aX-X, +D+0.750S 1.50 n/a0.7659 0.7659 n/a 0.5110.0n/aX-X, +D+W 1.50 n/a0.5735 0.5735 n/a 0.3820.0n/aX-X, +D-W 1.50 n/a0.7469 0.7469 n/a 0.4980.0n/aX-X, +D+0.750Lr+0.750W 1.50 n/a0.6959 0.6959 n/a 0.4640.0n/aX-X, +D+0.750Lr-0.750W 1.50 n/a0.8259 0.8259 n/a 0.5510.0n/aX-X, +D+0.750S+0.750W 1.50 n/a0.7009 0.7009 n/a 0.4670.0n/aX-X, +D+0.750S-0.750W 1.50 n/a0.8310 0.8310 n/a 0.5540.0n/aX-X, +0.60D+W 1.50 n/a0.3094 0.3094 n/a 0.2060.0n/aX-X, +0.60D-W 1.50 n/a0.4828 0.4828 n/a 0.3220.0n/aX-X, +0.60D 1.50 n/a0.3961 0.3961 n/a 0.2640.0n/aZ-Z, D Only 1.50 0.6602n/a n/a 0.6602 0.440n/a0.0Z-Z, +D+Lr 1.50 0.7944n/a n/a 0.7944 0.530n/a0.0Z-Z, +D+S 1.50 0.8012n/a n/a 0.8012 0.534n/a0.0Z-Z, +D+0.750Lr 1.50 0.7609n/a n/a 0.7609 0.507n/a0.0Z-Z, +D+0.750S 1.50 0.7659n/a n/a 0.7659 0.511n/a0.0Z-Z, +D+W 1.50 0.5735n/a n/a 0.5735 0.382n/a0.0Z-Z, +D-W 1.50 0.7469n/a n/a 0.7469 0.498n/a0.0Z-Z, +D+0.750Lr+0.750W 1.50 0.6959n/a n/a 0.6959 0.464n/a0.0Z-Z, +D+0.750Lr-0.750W 1.50 0.8259n/a n/a 0.8259 0.551n/a0.0Z-Z, +D+0.750S+0.750W 1.50 0.7009n/a n/a 0.7009 0.467n/a0.0Z-Z, +D+0.750S-0.750W 1.50 0.8310n/a n/a 0.8310 0.554n/a0.0Z-Z, +0.60D+W 1.50 0.3094n/a n/a 0.3094 0.206n/a0.0Z-Z, +0.60D-W 1.50 0.4828n/a n/a 0.4828 0.322n/a0.0Z-Z, +0.60D 1.50 0.3961n/a n/a 0.3961 0.264n/a0.0
Rotation Axis &Overturning Stability
Load Combination... StatusOverturning Moment Resisting Moment Stability RatioFooting Has NO Overturning
Force Application AxisSliding Stability All units k
Load Combination... StatusSliding Force Resisting Force Stability RatioFooting Has NO Sliding
General Footing 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\CA2RXF~9.EC6
Description : C7 & C8
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: 6 NOV 2017, 6:33PM
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
X-X, +1.40D 0.2916 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.40D 0.2916 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 0.3255 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 0.3255 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 0.3293 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 0.3293 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 0.4916 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 0.4916 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 0.4136 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 0.4136 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 0.5696 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 0.5696 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 0.5037 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 0.5037 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 0.4257 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 0.4257 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 0.5817 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 0.5817 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 0.1695 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 0.1695 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 0.4815 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 0.4815 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 0.1732 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 0.1732 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 0.4853 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 0.4853 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 0.2864 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 0.2864 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 0.03146 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 0.03146 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 0.3435 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 0.3435 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 0.1827 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 0.1827 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D+1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OK
General Footing 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\CA2RXF~9.EC6
Description : C7 & C8
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: 6 NOV 2017, 6:33PM
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, +0.90D+1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 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 1.82 1.82 1.82 82.16 0.02psipsipsipsipsipsi 0.00+1.20D+0.50Lr 0.00 0.00 2.04 2.04 2.04 82.16 0.02psipsipsipsipsipsi 0.00+1.20D+0.50S 0.00 0.00 2.06 2.06 2.06 82.16 0.03psipsipsipsipsipsi 0.00+1.20D+1.60Lr 0.00 0.00 3.08 3.08 3.08 82.16 0.04psipsipsipsipsipsi 0.00+1.20D+1.60Lr+0.80W 0.00 0.00 2.59 2.59 2.59 82.16 0.03psipsipsipsipsipsi 0.00+1.20D+1.60Lr-0.80W 0.00 0.00 3.56 3.56 3.56 82.16 0.04psipsipsipsipsipsi 0.00+1.20D+1.60S 0.00 0.00 3.15 3.15 3.15 82.16 0.04psipsipsipsipsipsi 0.00+1.20D+1.60S+0.80W 0.00 0.00 2.66 2.66 2.66 82.16 0.03psipsipsipsipsipsi 0.00+1.20D+1.60S-0.80W 0.00 0.00 3.64 3.64 3.64 82.16 0.04psipsipsipsipsipsi 0.00+1.20D+0.50Lr+1.60W 0.00 0.00 1.06 1.06 1.06 82.16 0.01psipsipsipsipsipsi 0.00+1.20D+0.50Lr-1.60W 0.00 0.00 3.01 3.01 3.01 82.16 0.04psipsipsipsipsipsi 0.00+1.20D+0.50S+1.60W 0.00 0.00 1.08 1.08 1.08 82.16 0.01psipsipsipsipsipsi 0.00+1.20D+0.50S-1.60W 0.00 0.00 3.04 3.04 3.04 82.16 0.04psipsipsipsipsipsi 0.00+1.223D+0.20S 0.00 0.00 1.79 1.79 1.79 82.16 0.02psipsipsipsipsipsi 0.00+0.90D+1.60W 0.00 0.00 0.20 0.20 0.20 82.16 0.00psipsipsipsipsipsi 0.00+0.90D-1.60W 0.00 0.00 2.15 2.15 2.15 82.16 0.03psipsipsipsipsipsi 0.00+0.8772D 0.00 0.00 1.14 1.14 1.14 82.16 0.01psipsipsipsipsipsi 0.00
Vu / Phi*VnTwo-Way "Punching" Shear All units k
StatusVu Phi*VnLoad Combination...+1.40D 7.80 123.24 0.06332 OKpsipsi+1.20D+0.50Lr 7.80 123.24 0.06332 OKpsipsi+1.20D+0.50S 7.80 123.24 0.06332 OKpsipsi+1.20D+1.60Lr 7.80 123.24 0.06332 OKpsipsi+1.20D+1.60Lr+0.80W 7.80 123.24 0.06332 OKpsipsi+1.20D+1.60Lr-0.80W 7.80 123.24 0.06332 OKpsipsi+1.20D+1.60S 7.80 123.24 0.06332 OKpsipsi+1.20D+1.60S+0.80W 7.80 123.24 0.06332 OKpsipsi+1.20D+1.60S-0.80W 7.80 123.24 0.06332 OKpsipsi+1.20D+0.50Lr+1.60W 7.80 123.24 0.06332 OKpsipsi+1.20D+0.50Lr-1.60W 7.80 123.24 0.06332 OKpsipsi+1.20D+0.50S+1.60W 7.80 123.24 0.06332 OKpsipsi+1.20D+0.50S-1.60W 7.80 123.24 0.06332 OKpsipsi+1.223D+0.20S 7.80 123.24 0.06332 OKpsipsi+0.90D+1.60W 7.80 123.24 0.06332 OKpsipsi+0.90D-1.60W 7.80 123.24 0.06332 OKpsipsi+0.8772D 7.80 123.24 0.06332 OKpsipsi
General Footing 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\CA2RXF~9.EC6
Description : C8
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: 6 NOV 2017, 6:35PM
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 Yes: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 4.0 ftLength parallel to Z-Z Axis
=4.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis 48.0 inpz : parallel to Z-Z Axis 12.0 inHeight =
=36.0 in
Footing Thickness=
12.0 in=
Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size=
5Number of Bars
=4
Bars parallel to Z-Z Axis
Reinforcing Bar Size = 5Number of Bars = 4
Bandwidth Distribution Check (ACI 15.4.4.2)Direction Requiring Closer Separation n/a# Bars required within zone n/a# Bars required on each side of zone n/a
Applied Loads
1.622 1.370 1.439 -1.308D Lr
ksf
L SP : Column LoadOB : Overburden =
kW E
M-zzV-x
== k
V-z k
M-xx =k-ft=k-ft
H=
General Footing 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\CA2RXF~9.EC6
Description : C8
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: 6 NOV 2017, 6:35PM
Project Descr:
PASS n/a Sliding - X-X 0.0 k 0.0 k No SlidingPASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OKGoverning Load CombinationMin. Ratio Item Applied Capacity
PASS 0.4876 Soil Bearing 0.7314 ksf 1.50 ksf +D+0.750S-0.750W about Z-Z axisPASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No OverturningPASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS 3.625 Uplift -1.308 k 4.741 k +0.60D+WPASS 0.0 Z Flexure (+X) 0.0 k-ft/ft 0.0 k-ft/ft No MomentPASS 0.0 Z Flexure (-X) 0.0 k-ft/ft 0.0 k-ft/ft No MomentPASS 0.03361 X Flexure (+Z) 0.4077 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.03361 X Flexure (-Z) 0.4077 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 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 0.03105 1-way Shear (+Z) 2.551 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.03105 1-way Shear (-Z) 2.551 psi 82.158 psi +1.20D+1.60S-0.80WPASS n/a 2-way Punching 5.416 psi 82.158 psi +1.40D
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/a0.6026 0.6026 n/a 0.4020.0n/aX-X, +D+Lr 1.50 n/a0.6883 0.6883 n/a 0.4590.0n/aX-X, +D+S 1.50 n/a0.6926 0.6926 n/a 0.4620.0n/aX-X, +D+0.750Lr 1.50 n/a0.6668 0.6668 n/a 0.4450.0n/aX-X, +D+0.750S 1.50 n/a0.6701 0.6701 n/a 0.4470.0n/aX-X, +D+W 1.50 n/a0.5209 0.5209 n/a 0.3470.0n/aX-X, +D-W 1.50 n/a0.6844 0.6844 n/a 0.4560.0n/aX-X, +D+0.750Lr+0.750W 1.50 n/a0.6055 0.6055 n/a 0.4040.0n/aX-X, +D+0.750Lr-0.750W 1.50 n/a0.7282 0.7282 n/a 0.4860.0n/aX-X, +D+0.750S+0.750W 1.50 n/a0.6088 0.6088 n/a 0.4060.0n/aX-X, +D+0.750S-0.750W 1.50 n/a0.7314 0.7314 n/a 0.4880.0n/aX-X, +0.60D+W 1.50 n/a0.2798 0.2798 n/a 0.1870.0n/aX-X, +0.60D-W 1.50 n/a0.4433 0.4433 n/a 0.2960.0n/aX-X, +0.60D 1.50 n/a0.3616 0.3616 n/a 0.2410.0n/aZ-Z, D Only 1.50 0.6026n/a n/a 0.6026 0.402n/a0.0Z-Z, +D+Lr 1.50 0.6883n/a n/a 0.6883 0.459n/a0.0Z-Z, +D+S 1.50 0.6926n/a n/a 0.6926 0.462n/a0.0Z-Z, +D+0.750Lr 1.50 0.6668n/a n/a 0.6668 0.445n/a0.0Z-Z, +D+0.750S 1.50 0.6701n/a n/a 0.6701 0.447n/a0.0Z-Z, +D+W 1.50 0.5209n/a n/a 0.5209 0.347n/a0.0Z-Z, +D-W 1.50 0.6844n/a n/a 0.6844 0.456n/a0.0Z-Z, +D+0.750Lr+0.750W 1.50 0.6055n/a n/a 0.6055 0.404n/a0.0Z-Z, +D+0.750Lr-0.750W 1.50 0.7282n/a n/a 0.7282 0.486n/a0.0Z-Z, +D+0.750S+0.750W 1.50 0.6088n/a n/a 0.6088 0.406n/a0.0Z-Z, +D+0.750S-0.750W 1.50 0.7314n/a n/a 0.7314 0.488n/a0.0Z-Z, +0.60D+W 1.50 0.2798n/a n/a 0.2798 0.187n/a0.0Z-Z, +0.60D-W 1.50 0.4433n/a n/a 0.4433 0.296n/a0.0Z-Z, +0.60D 1.50 0.3616n/a n/a 0.3616 0.241n/a0.0
Rotation Axis &Overturning Stability
Load Combination... StatusOverturning Moment Resisting Moment Stability RatioFooting Has NO Overturning
Force Application AxisSliding Stability All units k
Load Combination... StatusSliding Force Resisting Force Stability RatioFooting Has NO Sliding
General Footing 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\CA2RXF~9.EC6
Description : C8
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: 6 NOV 2017, 6:35PM
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
X-X, +1.40D 0.2010 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.40D 0.2010 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 0.2204 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 0.2204 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 0.2228 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 0.2228 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 0.3264 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 0.3264 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 0.2528 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 0.2528 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 0.3999 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 0.3999 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 0.3341 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 0.3341 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 0.2606 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 0.2606 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 0.4077 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 0.4077 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 0.07330 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 0.07330 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 0.3675 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 0.3675 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 0.07572 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 0.07572 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 0.370 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 0.370 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 0.1958 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 0.1958 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 0.01793 +Z Top 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 0.01793 -Z Top 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 0.2763 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 0.2763 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 0.1259 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 0.1259 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D+1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OK
General Footing 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\CA2RXF~9.EC6
Description : C8
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: 6 NOV 2017, 6:35PM
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, +0.90D+1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 0.0 -X Top 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 0.0 +X Top 0.2592 Min Temp % 0.310 12.131 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 1.26 1.26 1.26 82.16 0.02psipsipsipsipsipsi 0.00+1.20D+0.50Lr 0.00 0.00 1.38 1.38 1.38 82.16 0.02psipsipsipsipsipsi 0.00+1.20D+0.50S 0.00 0.00 1.39 1.39 1.39 82.16 0.02psipsipsipsipsipsi 0.00+1.20D+1.60Lr 0.00 0.00 2.04 2.04 2.04 82.16 0.02psipsipsipsipsipsi 0.00+1.20D+1.60Lr+0.80W 0.00 0.00 1.58 1.58 1.58 82.16 0.02psipsipsipsipsipsi 0.00+1.20D+1.60Lr-0.80W 0.00 0.00 2.50 2.50 2.50 82.16 0.03psipsipsipsipsipsi 0.00+1.20D+1.60S 0.00 0.00 2.09 2.09 2.09 82.16 0.03psipsipsipsipsipsi 0.00+1.20D+1.60S+0.80W 0.00 0.00 1.63 1.63 1.63 82.16 0.02psipsipsipsipsipsi 0.00+1.20D+1.60S-0.80W 0.00 0.00 2.55 2.55 2.55 82.16 0.03psipsipsipsipsipsi 0.00+1.20D+0.50Lr+1.60W 0.00 0.00 0.46 0.46 0.46 82.16 0.01psipsipsipsipsipsi 0.00+1.20D+0.50Lr-1.60W 0.00 0.00 2.30 2.30 2.30 82.16 0.03psipsipsipsipsipsi 0.00+1.20D+0.50S+1.60W 0.00 0.00 0.47 0.47 0.47 82.16 0.01psipsipsipsipsipsi 0.00+1.20D+0.50S-1.60W 0.00 0.00 2.32 2.32 2.32 82.16 0.03psipsipsipsipsipsi 0.00+1.223D+0.20S 0.00 0.00 1.23 1.23 1.23 82.16 0.01psipsipsipsipsipsi 0.00+0.90D+1.60W 0.00 0.00 0.11 0.11 0.11 82.16 0.00psipsipsipsipsipsi 0.00+0.90D-1.60W 0.00 0.00 1.73 1.73 1.73 82.16 0.02psipsipsipsipsipsi 0.00+0.8772D 0.00 0.00 0.79 0.79 0.79 82.16 0.01psipsipsipsipsipsi 0.00
Vu / Phi*VnTwo-Way "Punching" Shear All units k
StatusVu Phi*VnLoad Combination...+1.40D 5.42 123.24 0.04394 OKpsipsi+1.20D+0.50Lr 5.42 123.24 0.04394 OKpsipsi+1.20D+0.50S 5.42 123.24 0.04394 OKpsipsi+1.20D+1.60Lr 5.42 123.24 0.04394 OKpsipsi+1.20D+1.60Lr+0.80W 5.42 123.24 0.04394 OKpsipsi+1.20D+1.60Lr-0.80W 5.42 123.24 0.04394 OKpsipsi+1.20D+1.60S 5.42 123.24 0.04394 OKpsipsi+1.20D+1.60S+0.80W 5.42 123.24 0.04394 OKpsipsi+1.20D+1.60S-0.80W 5.42 123.24 0.04394 OKpsipsi+1.20D+0.50Lr+1.60W 5.42 123.24 0.04394 OKpsipsi+1.20D+0.50Lr-1.60W 5.42 123.24 0.04394 OKpsipsi+1.20D+0.50S+1.60W 5.42 123.24 0.04394 OKpsipsi+1.20D+0.50S-1.60W 5.42 123.24 0.04394 OKpsipsi+1.223D+0.20S 5.42 123.24 0.04394 OKpsipsi+0.90D+1.60W 5.42 123.24 0.04394 OKpsipsi+0.90D-1.60W 5.42 123.24 0.04394 OKpsipsi+0.8772D 5.42 123.24 0.04394 OKpsipsi
General Footing 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\CA2RXF~9.EC6
Description : C9 (INCREASED TO 8'x8' FOOTING DUE TO PLAN GEOMETRY)
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: 7 NOV 2017, 10:09AM
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 Yes: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 8.0 ftLength parallel to Z-Z Axis
=8.0 ft
=Pedestal dimensions...
px : parallel to X-X Axis 12.0 inpz : parallel to Z-Z Axis 12.0 inHeight =
=36.0 in
Footing Thickness=
12.0 in=
Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0
Reinforcing
#
Bars parallel to X-X Axis
Reinforcing Bar Size=
5Number of Bars
=8
Bars parallel to Z-Z Axis
Reinforcing Bar Size = 5Number of Bars = 8
Bandwidth Distribution Check (ACI 15.4.4.2)Direction Requiring Closer Separation n/a# Bars required within zone n/a# Bars required on each side of zone n/a
Applied Loads
15.952 10.203 10.684 -8.085D Lr
ksf
L SP : Column LoadOB : Overburden =
kW E
M-zzV-x
== k
V-z k
M-xx =k-ft=k-ft
H=
General Footing 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\CA2RXF~9.EC6
Description : C9 (INCREASED TO 8'x8' FOOTING DUE TO PLAN GEOMETRY)
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: 7 NOV 2017, 10:09AM
Project Descr:
PASS n/a Sliding - X-X 0.0 k 0.0 k No SlidingPASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding
DESIGN SUMMARY Design OKGoverning Load CombinationMin. Ratio Item Applied Capacity
PASS 0.6305 Soil Bearing 0.9458 ksf 1.50 ksf +D+0.750S-0.750W about Z-Z axisPASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No OverturningPASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS 3.415 Uplift -8.085 k 27.613 k +0.60D+WPASS 0.3379 Z Flexure (+X) 4.099 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.3379 Z Flexure (-X) 4.099 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.3379 X Flexure (+Z) 4.099 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.3379 X Flexure (-Z) 4.099 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S-0.80WPASS 0.2051 1-way Shear (+X) 16.855 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.2051 1-way Shear (-X) 16.855 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.2051 1-way Shear (+Z) 16.855 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.2051 1-way Shear (-Z) 16.855 psi 82.158 psi +1.20D+1.60S-0.80WPASS 0.3281 2-way Punching 53.912 psi 164.317 psi +1.20D+1.60S-0.80W
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/a0.7259 0.7259 n/a 0.4840.0n/aX-X, +D+Lr 1.50 n/a0.8853 0.8853 n/a 0.5900.0n/aX-X, +D+S 1.50 n/a0.8928 0.8928 n/a 0.5950.0n/aX-X, +D+0.750Lr 1.50 n/a0.8455 0.8455 n/a 0.5640.0n/aX-X, +D+0.750S 1.50 n/a0.8511 0.8511 n/a 0.5670.0n/aX-X, +D+W 1.50 n/a0.5996 0.5996 n/a 0.4000.0n/aX-X, +D-W 1.50 n/a0.8522 0.8522 n/a 0.5680.0n/aX-X, +D+0.750Lr+0.750W 1.50 n/a0.7507 0.7507 n/a 0.5010.0n/aX-X, +D+0.750Lr-0.750W 1.50 n/a0.9402 0.9402 n/a 0.6270.0n/aX-X, +D+0.750S+0.750W 1.50 n/a0.7563 0.7563 n/a 0.5040.0n/aX-X, +D+0.750S-0.750W 1.50 n/a0.9458 0.9458 n/a 0.6310.0n/aX-X, +0.60D+W 1.50 n/a0.3092 0.3092 n/a 0.2060.0n/aX-X, +0.60D-W 1.50 n/a0.5619 0.5619 n/a 0.3750.0n/aX-X, +0.60D 1.50 n/a0.4355 0.4355 n/a 0.2900.0n/aZ-Z, D Only 1.50 0.7259n/a n/a 0.7259 0.484n/a0.0Z-Z, +D+Lr 1.50 0.8853n/a n/a 0.8853 0.590n/a0.0Z-Z, +D+S 1.50 0.8928n/a n/a 0.8928 0.595n/a0.0Z-Z, +D+0.750Lr 1.50 0.8455n/a n/a 0.8455 0.564n/a0.0Z-Z, +D+0.750S 1.50 0.8511n/a n/a 0.8511 0.567n/a0.0Z-Z, +D+W 1.50 0.5996n/a n/a 0.5996 0.400n/a0.0Z-Z, +D-W 1.50 0.8522n/a n/a 0.8522 0.568n/a0.0Z-Z, +D+0.750Lr+0.750W 1.50 0.7507n/a n/a 0.7507 0.501n/a0.0Z-Z, +D+0.750Lr-0.750W 1.50 0.9402n/a n/a 0.9402 0.627n/a0.0Z-Z, +D+0.750S+0.750W 1.50 0.7563n/a n/a 0.7563 0.504n/a0.0Z-Z, +D+0.750S-0.750W 1.50 0.9458n/a n/a 0.9458 0.631n/a0.0Z-Z, +0.60D+W 1.50 0.3092n/a n/a 0.3092 0.206n/a0.0Z-Z, +0.60D-W 1.50 0.5619n/a n/a 0.5619 0.375n/a0.0Z-Z, +0.60D 1.50 0.4355n/a n/a 0.4355 0.290n/a0.0
Rotation Axis &Overturning Stability
Load Combination... StatusOverturning Moment Resisting Moment Stability RatioFooting Has NO Overturning
Force Application AxisSliding Stability All units k
Load Combination... StatusSliding Force Resisting Force Stability RatioFooting Has NO Sliding
General Footing 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\CA2RXF~9.EC6
Description : C9 (INCREASED TO 8'x8' FOOTING DUE TO PLAN GEOMETRY)
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: 7 NOV 2017, 10:09AM
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
X-X, +1.40D 2.151 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.40D 2.151 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 2.332 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr 2.332 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 2.355 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S 2.355 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 3.406 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr 3.406 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 2.787 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr+0.80W 2.787 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 4.025 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60Lr-0.80W 4.025 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 3.480 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S 3.480 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 2.861 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S+0.80W 2.861 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 4.099 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+1.60S-0.80W 4.099 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 1.094 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr+1.60W 1.094 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 3.570 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50Lr-1.60W 3.570 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 1.117 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S+1.60W 1.117 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 3.593 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.20D+0.50S-1.60W 3.593 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 2.084 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +1.223D+0.20S 2.084 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 0.1450 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D+1.60W 0.1450 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 2.621 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.90D-1.60W 2.621 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 1.348 +Z Bottom 0.2592 Min Temp % 0.310 12.131 OKX-X, +0.8772D 1.348 -Z Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 2.151 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.40D 2.151 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 2.332 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr 2.332 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 2.355 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S 2.355 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 3.406 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr 3.406 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 2.787 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr+0.80W 2.787 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 4.025 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60Lr-0.80W 4.025 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 3.480 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S 3.480 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 2.861 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S+0.80W 2.861 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 4.099 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+1.60S-0.80W 4.099 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 1.094 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr+1.60W 1.094 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 3.570 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50Lr-1.60W 3.570 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 1.117 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S+1.60W 1.117 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 3.593 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.20D+0.50S-1.60W 3.593 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 2.084 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +1.223D+0.20S 2.084 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D+1.60W 0.1450 -X Bottom 0.2592 Min Temp % 0.310 12.131 OK
General Footing 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\CA2RXF~9.EC6
Description : C9 (INCREASED TO 8'x8' FOOTING DUE TO PLAN GEOMETRY)
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: 7 NOV 2017, 10:09AM
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, +0.90D+1.60W 0.1450 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 2.621 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.90D-1.60W 2.621 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 1.348 -X Bottom 0.2592 Min Temp % 0.310 12.131 OKZ-Z, +0.8772D 1.348 +X Bottom 0.2592 Min Temp % 0.310 12.131 OKOne Way Shear
Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status+1.40D 8.85 8.85 8.85 8.85 8.85 82.16 0.11psipsipsipsipsipsi 0.00+1.20D+0.50Lr 9.59 9.59 9.59 9.59 9.59 82.16 0.12psipsipsipsipsipsi 0.00+1.20D+0.50S 9.69 9.69 9.69 9.69 9.69 82.16 0.12psipsipsipsipsipsi 0.00+1.20D+1.60Lr 14.01 14.01 14.01 14.01 14.01 82.16 0.17psipsipsipsipsipsi 0.00+1.20D+1.60Lr+0.80W 11.46 11.46 11.46 11.46 11.46 82.16 0.14psipsipsipsipsipsi 0.00+1.20D+1.60Lr-0.80W 16.55 16.55 16.55 16.55 16.55 82.16 0.20psipsipsipsipsipsi 0.00+1.20D+1.60S 14.31 14.31 14.31 14.31 14.31 82.16 0.17psipsipsipsipsipsi 0.00+1.20D+1.60S+0.80W 11.76 11.76 11.76 11.76 11.76 82.16 0.14psipsipsipsipsipsi 0.00+1.20D+1.60S-0.80W 16.86 16.86 16.86 16.86 16.86 82.16 0.21psipsipsipsipsipsi 0.00+1.20D+0.50Lr+1.60W 4.50 4.50 4.50 4.50 4.50 82.16 0.05psipsipsipsipsipsi 0.00+1.20D+0.50Lr-1.60W 14.68 14.68 14.68 14.68 14.68 82.16 0.18psipsipsipsipsipsi 0.00+1.20D+0.50S+1.60W 4.59 4.59 4.59 4.59 4.59 82.16 0.06psipsipsipsipsipsi 0.00+1.20D+0.50S-1.60W 14.78 14.78 14.78 14.78 14.78 82.16 0.18psipsipsipsipsipsi 0.00+1.223D+0.20S 8.57 8.57 8.57 8.57 8.57 82.16 0.10psipsipsipsipsipsi 0.00+0.90D+1.60W 0.60 0.60 0.60 0.60 0.60 82.16 0.01psipsipsipsipsipsi 0.00+0.90D-1.60W 10.78 10.78 10.78 10.78 10.78 82.16 0.13psipsipsipsipsipsi 0.00+0.8772D 5.54 5.54 5.54 5.54 5.54 82.16 0.07psipsipsipsipsipsi 0.00
Vu / Phi*VnTwo-Way "Punching" Shear All units k
StatusVu Phi*VnLoad Combination...+1.40D 28.30 164.32 0.1722 OKpsipsi+1.20D+0.50Lr 30.68 164.32 0.1867 OKpsipsi+1.20D+0.50S 30.98 164.32 0.1885 OKpsipsi+1.20D+1.60Lr 44.80 164.32 0.2727 OKpsipsi+1.20D+1.60Lr+0.80W 36.66 164.32 0.2231 OKpsipsi+1.20D+1.60Lr-0.80W 52.94 164.32 0.3222 OKpsipsi+1.20D+1.60S 45.77 164.32 0.2786 OKpsipsi+1.20D+1.60S+0.80W 37.63 164.32 0.229 OKpsipsi+1.20D+1.60S-0.80W 53.91 164.32 0.3281 OKpsipsi+1.20D+0.50Lr+1.60W 14.39 164.32 0.08759 OKpsipsi+1.20D+0.50Lr-1.60W 46.96 164.32 0.2858 OKpsipsi+1.20D+0.50S+1.60W 14.70 164.32 0.08943 OKpsipsi+1.20D+0.50S-1.60W 47.26 164.32 0.2876 OKpsipsi+1.223D+0.20S 27.40 164.32 0.1668 OKpsipsi+0.90D+1.60W 1.91 164.32 0.01161 OKpsipsi+0.90D-1.60W 34.47 164.32 0.2098 OKpsipsi+0.8772D 17.73 164.32 0.1079 OKpsipsi