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STRUCTURAL CALCULATIONS
FOR
Sandy Community Center Porte Cochere Repairs
38348 Pioneer Blvd.
Sandy, Oregon 97055
FOR
Keystone Architecture 12020 SE Idleman Rd.
Portland, OR 97266 ALL COMPUTATION AND STRUCTURAL ENGINEERING FOR THIS PROJECT HAVE BEEN PERFORMED BY MYSELF OR UNDER MY DIRECT SUPERVISION. THESE CALCULATIONS ARE FOR THE ABOVE REFERENCED PROJCT SITE AND FOR THE CURRENT PHASE OF CONSTRUCTION ONLY. THESE CALCULATIONS DO NOT APPLY TO SAME OR SIMILAR CONFIGURATIONS AT THIS SITE OR AT A DIFFERENT SITE AND SHOULD BE VOID WITHOUT WET SIGNATURE. ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT. THIS DESIGN IS BASED ON INFORMATION PROVIDED BY CLIENT WHO IS SOLEY RESPONSIBLE FOR ACCURACY OF SAME.
Associated
Consultants,
Inc. Structural EngineersStructural EngineersStructural EngineersStructural Engineers 100 East 13th Street • Suite 10 • Vancouver, WA 98660
Phone: (503) 384-0460 • (360) 699-0607
DESIGN CRITERIA
Scope: The scope of the calculation is limited to repair/replacement of the lateral and gravity
components of the existing Porte-cochere.
Code: 2019 Oregon Structural Specialty Code
Gravity Loads
Existing Roof Dead Load 15 psf
Roof Snow Load 30 psf City of Sandy
Risk Category II
Wind
Speed (3 sec gust) - Ultimate 130 mph City of Sandy
Exposure B
Seismic
I 1.0
Site Class D USGS Maps
SS 0.713 USGS Maps
S1 0.317 USGS Maps
SDS 0.584 USGS Maps
Seismic Response modification Factor- 6.5 Per ASCE7
Wood Framed Plywood Shearwalls
Soil/ Foundation
Soil Allowable Bearing Pressure 1500 psf City of Sandy
DEAD LOADS
Existing Roof Dead Load
Roofing Material 2.0 psf
Plywood Sheathing 2.0 psf
Framing 4.0 psf
Ceiling 3.0 psf
Insulation 1.5 psf
Mech & Elec. 1.5 psf
Misc. 1.0 psf
Total 15 psf
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Wood BeamASSOCIATED CONSULTANTS INC.Lic. # : KW-06003830
DESCRIPTION: (E) Glulam Beam
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17File: 20-177.ec6
CODE REFERENCESCalculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16Load Combination Set : ASCE 7-16Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
SP/SP24F-V4
2,400.01,650.01,350.0
650.0
1,700.0900.0
210.0975.0 26.840
Analysis Method :
Eminbend - xx ksiWood Species :Wood Grade :
Fb +psipsi
Fv psi
Fb -
Ft psi
Fc - Prll psipsiFc - Perp
E : Modulus of Elasticity
1,500.0ksi790.0ksi
Ebend- yyEminbend - yy
Ebend- xx ksi
Density pcf
Load Combination :ASCE 7-16
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.1580, S = 0.2630 , Tributary Width = 1.0 ft, (DL+SL)Varying Uniform Load : S= 0.6580->0.0 k/ft, Extent = 0.0 -->> 14.0 ft, Trib Width = 1.0 ft, (Drift)
.DESIGN SUMMARY Design OKMaximum Bending Stress Ratio 0.749: 1
Load Combination +D+S+H
Span # where maximum occurs Span # 1Location of maximum on span 9.052ft
128.40 psi=
=
2,707.86psi
5.125x15Section used for this span
Span # where maximum occursLocation of maximum on span
Span # 1=
Load Combination +D+S+H=
=
=
241.50 psi==
Section used for this span 5.125x15Maximum Shear Stress Ratio 0.532 : 1
0.000 ft==
2,027.07psi
Maximum Deflection
0 <240247
Ratio = 0 <180
Max Downward Transient Deflection 0.736 in 331Ratio = >=240Max Upward Transient Deflection 0.000 in Ratio =Max Downward Total Deflection 0.985 in Ratio = >=180Max Upward Total Deflection 0.000 in
fb: ActualFb: Allowable
fv: ActualFv: Allowable
Page 5 of 18
Wood ColumnASSOCIATED CONSULTANTS INC.Lic. # : KW-06003830
DESCRIPTION: (N) Beam
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17File: 20-177.ec6
.Code ReferencesCalculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16Load Combinations Used : ASCE 7-16General Information
Wood Section Name 6x12Analysis Method :
16.33Overall Column Height ft
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors
End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch (North)Wood Grade No.2Fb + 875.0
875.0 psi600.0625.0
170.0425.0
30.590
psi Fv psiFb - Ft psiFc - Prll psi
psiDensity pcf
Fc - PerpE : Modulus of Elasticity . . .
1,300.0470.0
1,300.0470.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 5.50 inExact Depth 11.50 in
Area 63.250 in^2Ix 697.07 in^4Iy 159.443 in^4
Wood Grading/Manuf. Graded LumberWood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
1,300.0Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bendingksi No
MinimumBasic
Y-Y (depth) axis :X-X (width) axis :
Unbraced Length for buckling ABOUT X-X Axis = 16.33 ft, K = 1.0Unbraced Length for buckling ABOUT Y-Y Axis = 16.33 ft, K = 1.0
Brace condition for deflection (buckling) along columns :
.Service loads entered. Load Factors will be applied for calculations.Applied LoadsColumn self weight included : 219.414 lbs * Dead Load FactorBENDING LOADS . . .
Lat. Uniform Load creating Mx-x, D = 0.190, S = 0.090 k/ftLat. Uniform Load creating My-y, W = 0.0880 k/ft
.DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.9353
Location of max.above base 8.220 ft
Applied Axial 0.2194 kApplied Mx 9.333 k-ft
Load Combination +D+S+H
Load Combination +D+S+H
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 54.218 psi195.50Allowable Shear psi
0.2773 : 1 Bending Compression Tension
Location of max.above base 16.330 ft
: 1
At maximum location values are . . .
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .Top along Y-Y 2.286 k Bottom along Y-Y 2.286 kTop along X-X 0.7185 k Bottom along X-X 0.7185 kGoverning NDS Forumla111Comp + Mxx, NDS Eq. 3.9-3
Maximum SERVICE Load Lateral Deflections . . .Along Y-Y 0.4997 in at 8.220 ft above base
for load combination : +D+S+HAlong X-X 0.4120 in at 8.220 ft above base
Fc : Allowable 269.721 psiOther Factors used to calculate allowable stresses . . .
for load combination : +D+0.60W+H
Page 6 of 18
Wood ColumnASSOCIATED CONSULTANTS INC.Lic. # : KW-06003830
DESCRIPTION: (N) Post
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17File: 20-177.ec6
.Code ReferencesCalculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16Load Combinations Used : ASCE 7-16General Information
Wood Section Name 4x6Analysis Method :
10Overall Column Height ft
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors
End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch (North)Wood Grade No.1Fb + 1200
1200 psi1000
625
170825
30.59
psi Fv psiFb - Ft psiFc - Prll psi
psiDensity pcf
Fc - PerpE : Modulus of Elasticity . . .
1600580
1600580
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 3.50 inExact Depth 5.250 in
Area 19.25 in^2Ix 266.93 in^4Iy 68.78 in^4
Wood Grading/Manuf. Graded LumberWood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
1600Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bendingksi No
MinimumBasic
Y-Y (depth) axis :X-X (width) axis :
Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 1.0Lu for buckling ABOUT Y-Y Axis : 7 ft, K = 1.0
Brace condition for deflection (buckling) along columns :
.Service loads entered. Load Factors will be applied for calculations.Applied LoadsAXIAL LOADS . . .
DL+SL: Axial Load at 10.0 ft, D = 3.210, S = 4.460 kBENDING LOADS . . .
Wind: Lat. Point Load at 7.0 ft creating Mx-x, W = 0.720 k.DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.6881
Location of max.above base 6.980 ft
Applied Axial 6.555 kApplied Mx 0.6784 k-ft
Load Combination +D+0.750L+0.750S+0.450W+H
Load Combination +D+0.60W+H
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 24.686 psi272.0Allowable Shear psi
0.09076 : 1 Bending Compression Tension
Location of max.above base 10.0 ft
: 1
At maximum location values are . . .
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .Top along Y-Y 0.5040 k Bottom along Y-Y 0.2160 kTop along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla111Comp + Mxx, NDS Eq. 3.9-3
Maximum SERVICE Load Lateral Deflections . . .Along Y-Y 0.02947 in at 5.570 ft above base
for load combination : +D+0.60W+HAlong X-X 0.0 in at 0.0 ft above base
Fc : Allowable 713.06 psiOther Factors used to calculate allowable stresses . . .
for load combination : n/a
Page 7 of 18
10/29/2020 ATC Hazards by Location
https://hazards.atcouncil.org/#/seismic?lat=45.396853&lng=-122.2690741&address=38348 Pioneer Blvd%2C Sandy%2C OR 97055%2C USA 1/2
Hazards by Location
Search Information
Address: 38348 Pioneer Blvd, Sandy, OR 97055, USA
Coordinates: 45.396853, -122.2690741
Elevation: 922 ft
Timestamp: 2020-10-29T21:17:51.772Z
Hazard Type: Seismic
Reference Document: ASCE7-16
Risk Category: II
Site Class: D
Basic Parameters
Name Value Description
SS 0.713 MCER ground motion (period=0.2s)
S1 0.317 MCER ground motion (period=1.0s)
SMS 0.877 Site-modified spectral acceleration value
SM1 * null Site-modified spectral acceleration value
SDS 0.584 Numeric seismic design value at 0.2s SA
SD1 * null Numeric seismic design value at 1.0s SA
* See Section 11.4.8
Additional Information
Name Value Description
SDC * null Seismic design category
Fa 1.23 Site amplification factor at 0.2s
Fv * null Site amplification factor at 1.0s
CRS 0.892 Coefficient of risk (0.2s)
CR1 0.874 Coefficient of risk (1.0s)
PGA 0.319 MCEG peak ground acceleration
FPGA 1.281 Site amplification factor at PGA
PGAM 0.409 Site modified peak ground acceleration
TL 16 Long-period transition period (s)
SsRT 0.713 Probabilistic risk-targeted ground motion (0.2s)
SsUH 0.799 Factored uniform-hazard spectral acceleration (2% probability ofexceedance in 50 years)
SsD 1.5 Factored deterministic acceleration value (0.2s)
S1RT 0.317 Probabilistic risk-targeted ground motion (1.0s)
S1UH 0.363 Factored uniform-hazard spectral acceleration (2% probability ofexceedance in 50 years)
S1D 0.6 Factored deterministic acceleration value (1.0s)
PGAd 0.5 Factored deterministic acceleration value (PGA)
* See Section 11.4.8
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm anyoutput obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.
DisclaimerHazard loads are provided by the U.S. Geological Survey Seismic Design Web Services.
While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presentedin the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or otherlicensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field ofpractice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information fromthis website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approvaland interpretation for the building site described by latitude/longitude location in the report.
922 ft
Map data ©2020 Google
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Concrete Slender WallASSOCIATED CONSULTANTS INC.Lic. # : KW-06003830
DESCRIPTION: Concrete Stem Wal
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17File: 20-177.ec6
Code ReferencesCalculations per ACI 318-14 Sec 11.8, IBC 2018, CBC 2019, ASCE 7-16Load Combinations Used : ASCE 7-16General Information
Min Allow Out-of-Plane Defl Ratio = L/ 0.0Rebar at wall center
=Min allow As/bd 0.0020
Wall Thickness 6.0 in
Bar Size 4#Bar Count in Strip Width 4.0
=Width of Design Strip 24.0 in
1.0Rebar "d" distance in3.0Lower Level Rebar . . .
Temp Diff across thickness deg F=3.0 ksi60.0 ksi
Fr : Rupture Modulus 273.861 psi
3,122.0 ksi
Max Allow As/bd 0.01355
144.0 pcf==Max Pu/Ag = f'c *=
0.060
Using Stiff. Reduction Factor per ACI R.10.12.3=: Lt Wt Conc Factor
=Ec : Concrete Elastic Modulus
=
=
Concrete Density
=f'c : Concrete 28 day strengthFy : Rebar Yield
/2 for Cantilever
One-Story Wall Dimensions
5.0B
Roof Attachment
A
Floor Attachment
B Parapet height ft==Clear Height
Top Free, Bottom Fix
A ft
Wall Support Condition
Wind Loads : Seismic Loads :Lateral Loads
15.0
Fp 1.0 = 25.0 psf
Full area WIND load psf Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall WeightSeismic Wall Lateral Load 25.0 psf
DESIGN SUMMARYActual Values . . . Allowable Values . . .Governing Load Combination . . .
Axial Load Check+1.20D+E ft0.08333Location
Max Pu / Ag 0.4667 psi0.06 * f'c 180.0 psi
Reinforcing Limit CheckMax Allow As/bd0.01111Actual As/bd 0.01355
Service Deflection CheckE Only
Actual Defl. Ratio L/ Allowable Defl. Ratio18395 150.0PASS
PASSMax. Deflection 0.006524 in
Max. Allow. Defl. 0.80 in
PASS
Moment Capacity Check+1.20D+E Max Mu -0.6252 k-ft Phi * Mn 9.388 k-ft
Maximum Bending Stress Ratio = 0.06659PASS
Top HorizontalBase Horizontal E Only 0.250 k
Maximum Reactions . . . for Load Combination....
Results reported for "Strip Width" of 24.0 in
0.0 k
Vertical Reaction D Only 0.720 k
/2 for Cantilever
Page 15 of 18
Concrete Slender WallASSOCIATED CONSULTANTS INC.Lic. # : KW-06003830
DESCRIPTION: Concrete Stem Wal
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17File: 20-177.ec6
Moment Values 0.6 *
Design Maximum Combinations - Moments Results reported for "Strip Width" = 12 in.
0.06*f'c*b*tAxial Load
Load Combination Phi MnMuk
Pu Mcr As RatioAs rho balin^2k-ftk k-ftk-ft
Phi
0.00000.00 0.000.000 0.000 0.00000.000 0.000.000.00000.00 0.000.000 0.000 0.00000.000 0.000.000.01110.09 4.6912.960 0.400 0.01350.000 0.901.64+1.20D+0.50W at 0.00 to 0.170.01110.19 4.6912.960 0.400 0.01350.000 0.901.64+1.20D+W at 0.00 to 0.170.01110.19 4.6912.960 0.400 0.01350.000 0.901.64+0.90D+W at 0.00 to 0.170.01110.31 4.6912.960 0.400 0.01350.000 0.901.64+1.20D+E at 0.00 to 0.170.01110.31 4.6912.960 0.400 0.01350.000 0.901.64+0.90D+E at 0.00 to 0.17
Moment Values DeflectionsStiffness
Design Maximum Combinations - Deflections Results reported for "Strip Width" = 12 in.
Axial LoadLoad Combination I crackedMactualPu Mcr Defl. Ratio
in^4k-ft k-ft in^4 in^4 inkDeflectionI effectiveI gross
0.00.0000.00 0.000.000 0.0000.000.0051,080.90.0020.00 20.560.000 162.000216.001.64+D+0.60W at 4.83 to 5.0068,107.90.0020.00 20.560.000 162.000216.001.64+D+0.450W at 4.83 to 5.0051,087.20.0020.00 20.560.000 162.000216.001.64+0.60D+0.60W at 4.83 to 5.0026,270.20.0050.00 20.560.000 162.000216.001.64+D+0.70E at 4.83 to 5.0035,026.90.0030.00 20.560.000 162.000216.001.64+D+0.5250E at 4.83 to 5.0026,273.40.0050.00 20.560.000 162.000216.001.64+0.60D+0.70E at 4.83 to 5.0030,658.00.0040.00 20.560.000 162.000216.001.64W Only at 4.83 to 5.0018,394.80.0070.00 20.560.000 162.000216.001.64E Only at 4.83 to 5.00
Top Horizontal Vertical @ Wall BaseReactions - Vertical & Horizontal
Base HorizontalLoad Combination
D Only 0.0 0.00 0.720k k k
+D+0.60W 0.1 0.00 0.720k k k
+D+0.450W 0.1 0.00 0.720k k k
+0.60D+0.60W 0.1 0.00 0.432k k k
+D+0.70E 0.2 0.00 0.720k k k
+D+0.5250E 0.1 0.00 0.720k k k
+0.60D+0.70E 0.2 0.00 0.432k k k
W Only 0.1 0.00 0.000k k k
E Only 0.3 0.00 0.000k k k
Page 16 of 18
Combined FootingASSOCIATED CONSULTANTS INC.Lic. # : KW-06003830
DESCRIPTION: Shearwall Foundation
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17File: 20-177.ec6
Code ReferencesCalculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16Load Combinations Used : ASCE 7-16General Information
Material Properties Analysis/Design SettingsYesCalculate footing weight as dead load ?NoCalculate Pedestal weight as dead load ?
3.060.0
3,122.0 ksi150.0 0.00180
1.01.0
pcfMin. Overturning Safety Factor : 1
Ec : Concrete Elastic Modulus
Min. Sliding Safety Factor : 1
Concrete Density Min Allow % Temp Reinf (based on thick)
ksif'c : Concrete 28 day strengthfy : Rebar Yield ksi
Min Steel % Bending Reinf (based on 'd')
0.900.750
: Phi Values Flexure :Shear :
Soil InformationSoil Bearing Increase1.50
No250.0
0.30
1.50 ksf(Allowable Soil Bearing adjusted for footing weight anddepth & width increases as specified by user.)
Increases based on footing Depth . . . .
Increases based on footing Width . . .
Footing base depth below soil surfaceAllowable Soil Bearing ksfIncrease Bearing By Footing Weight
Coefficient of Soil/Concrete Friction
Adjusted Allowable Soil Bearing
Soil Passive Sliding Resistance pcf Allowable pressure increase per foot ksfwhen base of footing is below ft
Allowable pressure increase per foot ksfwhen maximum length or width is greater than ft
(Uses entry for "Footing base depth below soil surface" for force)
Maximum Allowed Bearing Pressure 10.0 ksf(A value of zero implies no limit)
ft
Dimensions & ReinforcingDistance Left of Column #1 =
==
2.0 ftBetween Columns 2.0 ftDistance Right of Column #2 2.0 ft
Total Footing Length = 6.0
Col #1
ft
=3.0Footing Width = ft
Pedestal dimensions...Col #2
Sq. Dim. 6.0 6.0 in=Height in=
in^2
Footing Thickness 15.0 in in^2
Rebar Center to Concrete Edge @ Top 3.0 inRebar Center to Concrete Edge @ Bottom 3.0 in
==
3.0 53.0 5
3.0 53.0 5
3.0 53.0 5
Bottom BarsSize #
As AsCount
0.930 0.9720 in^2Req'dProvided
0.9720 in^2Bars Btwn Cols
Bottom Bars 0.930
0.930 0.9720 in^2
Top Bars in^20.930 0.0
Bars Right of Col #2Top Bars 0.930 0.9720
Top Bars 0.930 0.0Bottom Bars
Bars left of Col #1
Applied LoadsApplied @ Left Column
Axial Load DownwardMoment (+CW) =Shear (+X) =
S E HWLD Lrk
Applied @ Right Column=
k-ftAxial Load Downward
k-ftk
kMoment (+CW) =Shear (+X) =
= 3.210 4.460 -4.770
0.7504.150
k0.3460 0.1630Overburden =
Page 17 of 18
Combined FootingASSOCIATED CONSULTANTS INC.Lic. # : KW-06003830
DESCRIPTION: Shearwall Foundation
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17File: 20-177.ec6
DESIGN SUMMARY Design OKGoverning Load CombinationFactor of Safety Item Applied Capacity
PASS 0.7229 Soil Bearing 1.084 ksf 1.50 ksf +0.60D+0.60W+0.60H
PASS 1.034 Overturning 14.198 k-ft 14.679 k-ft +0.60D+0.60W+0.60HPASS 2.224 Sliding 0.2076 k 0.4617 k +0.60D+0.60W+0.60HPASS 1.538 Uplift 2.862 k 4.401 k +0.60D+0.60W+0.60H
Utilization Ratio Item Applied Capacity Governing Load Combination
PASS No Bending Flexure - Right of Col #2 - Top
Flexure - Left of Col #1 - Top -1.243 k-ft0.1032 Flexure - Left of Col #1 - Bottom 5.052 k-ft
+1.20D+L+0.50S+W+1.60HPASS
48.948 +1.20D+L+1.60S+1.60HPASS
k-ftFlexure - Between Cols - Top 48.948-2.555 k-ft0.05219
+1.20D+L+1.60S+1.60Hk-ft
Flexure - Between Cols - Bottom 5.398 k-ft0.1103 48.948 k-ft0.0 k-ft 0.0 k-ft N/A
PASS 0.05919 Flexure - Right of Col #2 - Bottom 2.897 k-ft 48.948 k-ft +0.90D+W+1.60H
PASS 0.07296 1-way Shear - Col #1 5.994 psi 82.158 psi +1.20D+L+1.60S+1.60HPASS 0.07106 1-way Shear - Col #2 5.838 psi 82.158 psi +1.20D+L+1.60S+1.60HPASS 0.06395 2-way Punching - Col #1 10.509 psi 164.317 psi +1.20D+L+1.60S+1.60H
2-way Punching - Col #2 11.487 psi 164.317 psi +1.20D+L+1.60S+1.60H0.02540 +0.90D+W+1.60HPASS
PASS48.948 k-ft
PASS 0.06991
Soil BearingEccentricity Actual Soil Bearing Stress Actual / Allow
Total Bearing @ Left Edge @ Right Edgefrom Ftg CL Allowable RatioLoad Combination...+D+H 7.34 0.54 0.27 1.50 0.363k ft ksf ksf ksf-0.335+D+L+H 7.34 0.54 0.27 1.50 0.363k ft ksf ksf ksf-0.335+D+Lr+H 7.34 0.54 0.27 1.50 0.363k ft ksf ksf ksf-0.335+D+S+H 11.80 1.04 0.27 1.50 0.693k ft ksf ksf ksf-0.587+D+0.750Lr+0.750L+H 7.34 0.54 0.27 1.50 0.363k ft ksf ksf ksf-0.335+D+0.750L+0.750S+H 10.68 0.92 0.27 1.50 0.610k ft ksf ksf ksf-0.544+D+0.60W+H 4.47 0.07 0.42 1.50 0.282k ft ksf ksf ksf0.705+D+0.750Lr+0.750L+0.450W+H 5.19 0.19 0.39 1.50 0.257k ft ksf ksf ksf0.337+D+0.750L+0.750S+0.450W+H 8.53 0.56 0.39 1.50 0.375k ft ksf ksf ksf-0.187+0.60D+0.60W+0.60H 1.54 0.00 1.08 1.50 0.723k ft ksf ksf ksf2.687+D+0.70E+0.60H 7.34 0.54 0.28 1.50 0.357k ft ksf ksf ksf-0.316+D+0.750L+0.750S+0.5250E+H 10.68 0.91 0.28 1.50 0.606k ft ksf ksf ksf-0.534+0.60D+0.70E+H 4.40 0.32 0.17 1.50 0.212k ft ksf ksf ksf-0.303
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