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)

Page 1 of 5






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−:=



:=


p otherwise

13.03− psf⋅=:=

Building Surface 3:




:=


p otherwise

10.00 psf⋅=:=

Building Surface 4:




:=


p otherwise

10.00 psf⋅=:=

Building Surface 5:




:=


p otherwise

10.00 psf⋅=:=

Page 2 of 5






Building Surface 6:




:=


p otherwise

10.00 psf⋅=:=

Building Surface 1E:

External Pressure Coefficient: GCpf 0.80:=



:=

p1E pMWFRSmin p pMWFRSmin<if

p otherwise

14.68 psf⋅=:=





:=


p otherwise

18.73− psf⋅=:=





:=


p otherwise

13.03− psf⋅=:=





:=


p otherwise

12.29− psf⋅=:=

Page 3 of 5






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⋅=:=




Negative Roof Pressures:

Zone 1 (Roof Field):

Effective Area = 10 ft2: GCp 0.90−:= pf10 qh GCp GCpi−( )⋅ 16.18− psf⋅=:=




Zone 2 (Roof Edge):

Effective Area = 10 ft2: GCp 1.7−:= pe10 qh GCp GCpi−( )⋅ 28.17− psf⋅=:=




Zone 3 (Roof Corner):

Effective Area = 10 ft2: GCp 2.6−:= pc10 qh GCp GCpi−( )⋅ 41.65− psf⋅=:=




Page 4 of 5






Positive Wall Pressures (Zones 4-5):

Effective Area = 10 ft2: GCp 1.0:= pwc10 qh GCp GCpi+( )⋅ 17.68 psf⋅=:=





Negative Wall Pressures:

Zone 4 (Wall Edge):

Effective Area = 10 ft2: GCp 1.1−:= pwe10 qh GCp GCpi−( )⋅ 19.18− psf⋅=:=





Zone 5 (Wall Corner):

Effective Area = 10 ft2: GCp 1.4−:= pwc10 qh GCp GCpi−( )⋅ 23.67− 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





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





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


Description : Front & Rear Walls




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







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 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







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



Description : Side Walls




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







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 Comp0.00C1



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







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









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)


• 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.




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




Page 1 of 1




Job Notes






1 - Column Cap - steel 4.50" 4.50" 3.67" 14675 4376 4596 194/-4181

23841/-4181 Blocking




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)


• 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.




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



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


Page 1 of 1




Job Notes


1 piece(s) 5 1/4" x 18" 2.0E Parallam® PSL



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



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 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


Page 1 of 1




Job Notes


1 piece(s) 5 1/4" x 11 1/4" 2.0E Parallam® PSL



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






Roof, B5 - 12ft Front Wall BeamMEMBER REPORT PASSED



Weyerhaeuser Notes




Page 1 of 1




Job Notes


1 piece(s) 5 1/4" x 11 1/4" 2.0E Parallam® PSL



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



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)



Roof, B6 - 6.5ft Front Wall BeamMEMBER REPORT PASSED



Weyerhaeuser Notes




Page 1 of 1




Job Notes


2 piece(s) 1 3/4" x 9 1/4" 2.0E Microllam® LVL



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






Roof, RTU SupportsMEMBER REPORT PASSED



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


Page 1 of 1




Job Notes


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



Job Notes










Post Height: 13 9 0


1 piece(s) 7" x 7" 1.8E Parallam® PSL Roof, C2MEMBER REPORT PASSED





1.25) (1.15) Comments



11/6/2017 4:28:15 PM

Page 1 of 1



Job Notes





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]


Post Height: 13 9 0






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


11/6/2017 4:29:17 PM

Page 1 of 1



Job Notes





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]


Post Height: 13 9 0






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


11/6/2017 4:30:00 PM

Page 1 of 1



Job Notes










Post Height: 13 9 0







1.25) (1.15) Comments



11/6/2017 4:30:49 PM

Page 1 of 1



Job Notes


System : Wall

Member Type : Column





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




11/6/2017 5:27:28 PM

Page 1 of 1



Job Notes


System : Wall















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


1.25) (1.15) Comments

1 - Point (lb) N/A 921 778 817 Linked from: B6 - 6.5ft Front Wall Beam, Support 1


1 piece(s) 5 1/4" x 5 1/4" 1.8E Parallam® PSL Roof, C7 - Entry ColumnMEMBER REPORT PASSED





11/6/2017 5:36:33 PM

Page 1 of 1



Job Notes


System : Wall















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


1.25) (1.15) Comments

1 - Point (lb) N/A 1622 1370 1439 Linked from: B5 - 12ft Front Wall Beam, Support 1


1 piece(s) 5 1/4" x 5 1/4" 1.8E Parallam® PSL Roof, C8 - 12 Store Front ColumnMEMBER REPORT PASSED





11/6/2017 5:35:39 PM

Page 1 of 1



Job Notes










Post Height: 13 9 0





at truss girderMember Notes



1.25) (1.15) Comments

1 - Point (lb) 15952 10203 10684 Linked from: Truss Girder, Support 2


11/6/2017 5:56:29 PM

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Job Notes


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


Description : C1




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=



Description : C1




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



Description : C1




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



Description : C1




Project Descr:





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



Description : C2




Project Descr:


1.50

Analysis Settings

150.0ksiNo


3.060.0

3,122.0145.0 = 0.30


Values

0.00180

2.0


1.01.0

=



Allowable pressure increase per foot of depth= 0.0 ksf

when max. length or width is greater than= 0.0 ft

:

=


when footing base is below 0.0 ft

pcf



: 1




=

: 1

Footing base depth below soil surface0.0

ft=Allow press. increase per foot of depth ksf

=

=

=

Concrete Density

=




#


=5.0 ft



=0.0 in

Footing Thickness=

12.0 in=


Reinforcing

#



5Number of Bars

=5




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


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=



Description : C2




Project Descr:





Detailed Results









Description : C2




Project Descr:





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



Description : C2




Project Descr:





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






Description : C3




Project Descr:


1.50

Analysis Settings

150.0ksiNo


3.060.0

3,122.0145.0 = 0.30


Values

0.00180

2.0


1.01.0

=





:

=



pcf



: 1




=

: 1



=

=

=

Concrete Density

=




#


=5.0 ft



=0.0 in

Footing Thickness=

12.0 in=


Reinforcing

#



5Number of Bars

=5.0


Reinforcing Bar Size = 5Number of Bars = 5.0


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


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=



Description : C3




Project Descr:





Detailed Results









Description : C3




Project Descr:








Description : C4




Project Descr:


1.50

Analysis Settings

150.0ksiNo


3.060.0

3,122.0145.0 = 0.30


Values

0.00180

2.0


1.01.0

=





:

=



pcf



: 1




=

: 1



=

=

=

Concrete Density

=




#


=6.0 ft



=0.0 in

Footing Thickness=

12.0 in=


Reinforcing

#



5Number of Bars

=6




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


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=



Description : C4




Project Descr:





Detailed Results









Description : C4




Project Descr:








Description : C5




Project Descr:


1.50

Analysis Settings

150.0ksiNo


3.060.0

3,122.0145.0 = 0.30


Values

0.00180

2.0


1.01.0

=





:

=



pcf



: 1




=

: 1



=

=

=

Concrete Density

=




#


=5.0 ft



=0.0 in

Footing Thickness=

12.0 in=


Reinforcing

#



5Number of Bars

=5




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


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=



Description : C5




Project Descr:





Detailed Results









Description : C5




Project Descr:








Description : C6




Project Descr:


1.50

Analysis Settings

150.0ksiNo


3.060.0

3,122.0145.0 = 0.30


Values

0.00180

4.0


1.01.0

=


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



:

=



pcf



: 1




=

: 1


=

=

=

Concrete Density

=




#


=4.0 ft



=36.0 in

Footing Thickness=

12.0 in=


Reinforcing

#



5Number of Bars

=4




Applied Loads

2.764 2.238 2.351 -1.778D Lr

ksf


kW E

M-zzV-x

== k

V-z k

M-xx =k-ft=k-ft

H=



Description : C6




Project Descr:




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









Description : C6




Project Descr:





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



Description : C6




Project Descr:





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






Description : C6 & C7




Project Descr:


1.50

Analysis Settings

150.0ksiNo


3.060.0

3,122.0145.0 = 0.30


Values

0.00180

4.0


1.01.0

=





:

=



pcf



: 1




=

: 1


=

=

=

Concrete Density

=




#


=4.0 ft



=36.0 in

Footing Thickness=

12.0 in=


Reinforcing

#



5Number of Bars

=4.0


Reinforcing Bar Size = 5Number of Bars = 4.0


Applied Loads

3.685 3.016 3.168 -2.157D Lr

ksf


kW E

M-zzV-x

== k

V-z k

M-xx =k-ft=k-ft

H=







Project Descr:





Detailed Results













Project Descr:












Project Descr:


1.50

Analysis Settings

150.0ksiNo


3.060.0

3,122.0145.0 = 0.30


Values

0.00180

4.0


1.01.0

=





:

=



pcf



: 1




=

: 1


=

=

=

Concrete Density

=




#


=4.0 ft



=36.0 in

Footing Thickness=

12.0 in=


Reinforcing

#



5Number of Bars

=4




Applied Loads

2.543 2.148 2.256 -1.387D Lr

ksf


kW E

M-zzV-x

== k

V-z k

M-xx =k-ft=k-ft

H=







Project Descr:





Detailed Results













Project Descr:








Description : C8




Project Descr:


1.50

Analysis Settings

150.0ksiNo


3.060.0

3,122.0145.0 = 0.30


Values

0.00180

4.0


1.01.0

=





:

=



pcf



: 1




=

: 1


=

=

=

Concrete Density

=




#


=4.0 ft



=36.0 in

Footing Thickness=

12.0 in=


Reinforcing

#



5Number of Bars

=4




Applied Loads

1.622 1.370 1.439 -1.308D Lr

ksf


kW E

M-zzV-x

== k

V-z k

M-xx =k-ft=k-ft

H=



Description : C8




Project Descr:





Detailed Results









Description : C8




Project Descr:





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



Description : C8




Project Descr:











Description : C9 (INCREASED TO 8'x8' FOOTING DUE TO PLAN GEOMETRY)



Printed: 7 NOV 2017, 10:09AM

Project Descr:


1.50

Analysis Settings

150.0ksiNo


3.060.0

3,122.0145.0 = 0.30


Values

0.00180

4.0


1.01.0

=





:

=



pcf



: 1




=

: 1


=

=

=

Concrete Density

=




#


=8.0 ft



=36.0 in

Footing Thickness=

12.0 in=


Reinforcing

#



5Number of Bars

=8




Applied Loads

15.952 10.203 10.684 -8.085D Lr

ksf


kW E

M-zzV-x

== k

V-z k

M-xx =k-ft=k-ft

H=







Project Descr:





Detailed Results













Project Descr:






structural calculations - wisconsin

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