Specifications .Approved plans RECEIVED
shall be on job site
FEB 2 2022
CITY QF TIGAHb
C�14
STRUCTURAL CALCULATI501VISION
(First Floor Load-Bearing Wall Removal)
LIABILITY
The City of Tigard and its FOR
employees shall not be
re5por,sible, for discrepancies CAMPBELL RESIDENCE
may appear herein.
14661 SW 130th, Ave.
Tigard, Oregon 97224
..'.-IDITY OF PERMIT
1, �39UANCE OF A PERMIT FOR
B '11-) ON CONSTRUCTION
C TENTS AND OTHER
DF� ,ALL NOT PREVENT Dreamline Renovations, LLC
THE ,. OFFICIAL FROM
Rol,. :1THE CORRio5
TION 17633 SW Mandel Lane
)PS. ORSC .4OFFICE COPY Sherwood, OR 97140
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.
CITY OF -rlGARD C-T Uoc?
1Rf-,.V1F,WED FOR QODL COMPLIANCE C)
Approvcd:
OTC:
_O >7Z-
Pcrniit DD
Address:
Suite #:
By: Date:
Structural Engineers
:Loo East 23t Street•Suite io 9 Vancouver,WA 9866o
Phone:(503)384-046o 0(36o)699-o607
Pue1ofl2 ,
DESIGN CRITERIA
Code: 2021 Oregon Residential Specialty Code
Scope of Work:
1. The project's scope is limited to the design of new openings into existing interior bearing walls.
2. A total of 2 openings are cut into the main floor level interior bearing walls, as shown on the
attached plan sheet.
3. The existing Lateral Force-Resisting System (LRFS) remains unchanged. Therefore, the scope of
work does not include an evaluation of the existing LRFS.
Gravity Loads
Floor Dead Load See Next Pages
Floor Live Load 40 psf
Risk Category II
Soil/Foundation
Soil Allowable Bearing Pressure 1500 psf ORSC
Page 2 of 12
EXISTING DEAD LOADS
Floors Dead Load
Flooring 1.0 psf
Plywood Sheathing 2.0 psf
Framing 3.5 psf
Ceiling 2.5 psf
Insulation 1.0 psf
Mech & Elec. 1.0 psf
Misc. 1.0 psf
Total 12.0 psf
use 15 psf
Dage 3 of 12
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C.Qnrtli!'ants, r.a a.r•
Associated Page 6 of 12
CConsultants,
Inc.soummi Eoginem
100 E.13-St.•Suite 10•Vancouver,WA 98660
Phones:(503)384-0460-(360)699-0607
Wood Beam - -- File:21-211.ec6
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17
KW-06003830 ASSOCIATED CONSULTANTS INC.
DESCRIPTION: New Floor Beam 12'-0"Span
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-16 Fb- 1,650.0 psi Ebend-xx 1,700.0 ksi
Fc-Prll 1,350.0 psi Eminbend-xx 900.0 ksi
Wood Species :SP/SP Fc-Perp 650.0 psi Ebend-yy 1,500.0 ksi
Wood Grade :24F-V4 Fv 210.0 psi Eminbend-yy 790.0 ksi
Ft 975.0 psi Density 26.840 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
D(0.195)L(0.52)
3.5x12
-- - -- Span = 12A ft --- -- -- -- ----
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width= 13.0 ft,(DL+LL)
DESIGN SUMMARY . •
Maximum Bending Stress Ratio = 0.7741 Maximum Shear Stress Ratio = 0.619 : 1
Section used for this span 3.5x12 Section used for this span 3.5x12
fb:Actual = 1,858.70psi fv:Actual = 130.02 psi
Fb:Allowable = 2,400.00psi Fv: Allowable = 210.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.285 in Ratio= 505> 360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.396 in Ratio= 363>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Associated Page 7 of 12 �, w
Consultants,
Ince stu chow Er4neem
100 E.13�St.•Suite 10•Vancouver,WA 98660
Phones:(S03)384-0460•(360)699-0607
Wood Beam --- ---- ----------- ---- ----- — — Fite:21-211.e 6
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17
0.01 t ASSOCIATED CONSULTANTS
DESCRIPTION: New Floor Beam 5'-9"Span
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019,ASCE 7-16
Load Combination Set:ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-16 Fb- 1,650.0 psi Ebend-xx 1,700.0 ksi
Fc-PHI 1,350.0 psi Eminbend-xx 900.Oksi
Wood Species : SP/SP Fc-Perp 650.0 psi Ebend-yy 1,500.0 ksi
Wood Grade :24F-V4 Fv 210.0 psi Eminbend-yy 790.Oksi
Ft 975.0 psi Density 26.840 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
_ D(0.195)L(0.52)17
_
�) 3.5x9
—— —_ — Span=5.750 ft
Applied Loads Service loads entered.Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D=0.0150, L=0.040 ksf, Tributary Width=13.0 ft,(DL+LL)
DESIGN SUMMARY •
Maximum Bending Stress Ratio = 0.3151 1 Maximum Shear Stress Ratio = 0.350 : 1
Section used for this span 3.5x9 Section used for this span 3.5x9
fb:Actual = 756.63 psi fv: Actual = 73.48 psi
Fb:Allowable = 2,400.00psi Fv: Allowable = 210.00 psi
Load Combination +D+L+H Load Combination +D+L+H
Location of maximum on span = 2.875ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.036 in Ratio= 1938>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.049 in Ratio= 1398>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Page 8 of l
-- Structural Engineer
100 E.13-St.•Suite 10-Vancouver,WA 99660
Phones:(503)384-0460•(360)699.0607
Wood Column File:21-211.ec6
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17
KW-66003830- ASSOCIATED CONSULTANTS
DESCRIPTION: Wood Post
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used :ASCE 7-16
General Information
- ------- - - -- ------- --- -- - ---- --- ------ - --------
Analysis Method: Allowable Stress Design Wood Section Name 2-2x4
End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber
Overall Column Height 8 ft Wood Member Type Sawn
Exact Width 3.0 in Allow Stress Modification Factors
Wood Species Douglas Fir-Larch (North) Exact Depth 3.50 in Cf or Cv for Bending 1.50
Wood Grade No.2 Area 10.50 in12 Cf or Cv for Compression 1.150
Fb+ 725.0 psi Fv 170.0 psi Ix 10.719 in14 Cf or Cv for Tension 1.50
Fb- 725.0 psi Ft 475.0 psi
Fc-Prll 700.0 psi Density 30.590 pcf ly 7.875 in14 Cm:Wet Use Factor 1.0
Fc-Perp 625.0 psi Ct:Temperature Factor 1.0
E:Modulus of Elasticity... x-x Bending y-y Bending Axial Cfu:Flat Use Factor 1.0
Kf:Built-up columns 1.0
Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr:Repetitive? No
Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns:
X-X(width)axis: Fully braced against buckling ABOUT Y-Y Axis
Y-Y(depth)axis: Unbraced Length for buckling ABOUT X-X Axis=8 ft..K=1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included . 17,844 lbs*Dead Load Factor
AXIAL LOADS. ..
DL+LL:Axial Load at 8.0 ft, D= 1.220, L=3.120 k
DESIGN SUMMARY
Bending&Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.9855 :1 Maximum SERVICE Lateral Load Reactions..
Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Camp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k
Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections...
At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base
Applied Axial 4.358 k for load combination: n/a
Applied Mx 0.0 k-ft
Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base
Fc:Allowable 421.127 psi for load combination:n/a
Other Factors used to calculate allowable stresses...
PASS Maximum Shear Stress Ratio= 0.0 :1 Bending Compression Tension
Load Combination +0.60D+0.70E+H
Location of max.above base 8.0 ft
Applied Design Shear 0.0 psi
Allowable Shear 272.0 psi
ffa= Page 9 of 12
- Structural Engineers
100 E.13r St-Suite 10-Vancouver,WA 98660
Phones:(503)3840460-(360)699-0607
----------
F le:2-1--211.—ec6
General Footing Software copyright ENERCALC,INC.1983-2020,Build:12.20.817
1.003-83-0-- ASSOCIATED COK
DESCRIPTION: New Post Footing-131
Code References
-----------
Calculations per ACI 318-14, IBC 2018, CBC 2019,ASCE 7-16
Load Combinations Used :ASCE 7-16
General Information
Material Properties Soil Design Values
fc Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf
fy Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No
Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf
Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30
(p Values Flexure = 0.90
Shear = 0.750 Increases based on footing Depth
Analysis Settings Footing base depth below soil surface = ft
Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf
Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft
Min.Overturning Safety Factor = 1.0 1
Min.Sliding Safety Factor = 1.0 1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth
Use ftg wt for stability,moments&shears Yes when max.length or width is greater than ksf
Add Pedestal Wt for Soil Pressure No ft
Use Pedestal wt for stability,mom&shear No
Dimensions
Width parallel to X-X Axis = 2,0 ft Z
Length parallel to Z-Z Axis = 2.0 ft
Footing Thickness = 9.0 in
Pedestal dimensions... X
px parallel to X-X Axis = in
pz parallel to Z-Z Axis = in
Height in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
Reinforcing
Bars parallel to X-X Axis
Number of Bars = 2.0
Reinforcing Bar Size = # 4
Bars parallel to Z-Z Axis
Number of Bars = 2.02"#4a
2�#4�
Reinforcing Bar Size = # 4
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a X-X S-fi-1-wk,ng t.1Z
#Bars required within zone n/a
#Bars required on each side of zone n/a
Applied Loads
D Lr L S W E H
P:Column Load = 1.220 3.120 0.0 k
OB:Overburden = ksf
M-xx = k-ft
M-zZ = k-ft
V-x = k
V-z = k
Page 10 of 12
Structural Engineers
100 E.13m St.-Suite 10-VanmuverWA 98660
Phones:(503)384-0460-(360)6930607
---------- ile:21-211.6
General FootinFile: &
g Software copyright ENERCALC.INC.1983-2020,Build:12.20.8.17
KW-06003830 ASSOCIATED Cd-N-SULTANTS-INC.
DESCRIPTION: New Post Footing-BI
DESIGN SUMMARY
Min.Ratio Item Applied Capacity Governing Load Combination
PASS 0.7960 Soil Bearing 1.194 ksf 1.50 ksf +D+L+H about Z-Z axis
PASS n/a Overturning-X-X 0.0 k-ft 0,0 k-ft No Overturning
PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding
PASS n/a Uplift 0.0 k 0.0 k No Uplift
PASS 0.1555 Z Flexure(+X) 0.8070 k-ft/ft 5.188 k-ft/ft +1.20D+0.50Lr+1.60L+1MH
PASS 0.1555 Z Flexure(-X) 0.8070 k-ft/ft 5.188 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H
PASS 0.1555 X Flexure(+Z) 0.8070 k-ft/ft 5.188 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H
PASS 0.1555 X Flexure(-Z) 0.8070 k-ft/ft 5.188 k-ft/ft +1.20D+0.50Lr+1.60L+1,60H
PASS 0.1494 1-way Shear(+X) 11.208 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H
PASS 0.1494 1-way Shear(-X) 11.208 psi 75,0 psi +1.20D+0.5OLr+1.60L+1.60H
PASS 0.1494 1-way Shear(+Z) 11.208 psi 75.0 psi +1.20 D+0.50Lr+1.60L+1.60 H
PASS 0.1494 1-way Shear(-Z) 11,208 psi 75.0 psi +1.2 0 D+O.50Lr+1.60L+1.60 H
PASS 0.2802 2-way Punching 42.031 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H
Detailed Results
Soil Bearing
__------------ -----------
Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow
Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio
X-X,+D+H 1.50 n/a 0.0 0.4138 0.4138 n/a n/a f;_2'7-5
X-X,+D+L+H 1.50 n/a 0.0 1.194 1.194 n/a n/a
X-X,+D+Lr+H 1.50 n/a 0.0 0.4138 0.4138 n/a n/a
X-X,+D+S+H 1.50 n/a 0.0 0.4138 0.4138 n/a n/a '17,:,
X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.9988 0.9988 n/a n/a I
X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 0.9988 0.9988 n/a n/a 01
X-X,+D+0.60W+H 1.50 n/a 0.0 0.4138 0.4138 n/a n/a 0
X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0,9988 0.9988 n/a n/a 0 cl."'z
X-X,+D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.9988 0.9988 n/a n/a
X-X,+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.2483 0.2483 n/a n/a 0
X-X,+D+0.70E+0.60H 1.50 n/a 0.0 0.4138 0.4138 n/a n/a
X-X,+D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.9988 0,9988 n/a n/a
X-X,+0.60D+0.70E+H 1.50 n/a 0.0 0.2483 0.2483 n/a n/a
J
Z-Z,+D+H 1.50 0.0 n/a n/a n/a 0.4138 0.4138 0 276
Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 1.194 1.194
Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 0.4138 0.4138 fi
Z-Z,+D+S+H 1.50 0.0 n/a n/a n/a 0.4138 0.4138 2"6
Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.9988 0.9988 �.c66
Z-Z,+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0,9988 0.9988
Z-Z,+D+0.60W+H 1.50 0.0 n/a n/a n/a 0.4138 0.4138
Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 0,0 n/a n/a n/a 0.9988 0.9988
Z-Z,+D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 0.9988 0.9988
Z-Z,+0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.2483 0.2483
Z-Z,+D+0.70E+0.60H 1.50 H n/a n/a n/a 0.4138 0.4138 7
Z-Z,+D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.9988 0.9988 0.
Z-Z,+0.60D+0.70E+H 1.50 0.0 n/a n/a n/a 0.2483 0.2483
Associated Page 11 of 12
Consultants,
in c.structural Engineers
100 E.131^St.•Suite 10•Vancouver.WA 98660
Phones:(503)3840060•(360)699-0607
GFooting - File:21-211.ec6
General
Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.17
:—KW--0-6003830 ASSOCIATED CONSULTANTS INC.
DESCRIPTION: New Post Footing-62
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used :ASCE 7-16
General Information _
Material Properties Soil Design Values
fc:Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf
fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight No
Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf
Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30
N Values Flexure = 0.90
Shear = 0.750 Increases based on footing Depth
Analysis Settings - Footing base depth below soil surface = ft
Min Steel /6 Bending Reinf. - Allow press.increase per foot of depth = ksf
Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft
Min.Overturning Safety Factor = 1.0 :1
Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth
Use ftg wt for stability,moments&shears Yes when max,length or width is greater than ksf
Add Pedestal Wt for Soil Pressure No = ft
Use Pedestal wt for stability,mom&shear No
Dimensions
Width parallel to X-X Axis = 1.5 ft
Length parallel to Z-Z Axis = 1.50 ft
Footing Thickness = 9.0 in
i
Pedestal dimensions... x
px:parallel to X-X Axis = In
pz:parallel to Z-Z Axis _ In
Height - in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
0
Reinforcing
Bars parallel to X-X Axis
Number of Bars = 2.0
Reinforcing Bar Size = # 4 - ---- -
Bars parallel to Z-Z Axis 2-#06ar•
Number of Bars = 2.0 2-#4Bars
Reinforcing Bar Size = # 4
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requidng Closer Separation
n/a
X-X Section Looking to+Z
#Bars required within zone n/a 2-2 Section Looking to+X
#Bars required on each side of zone n/a
Applied Loads
D Lr L S W E H
P:Column Load = 0.580 1.50 0.0 k
OB:Overburden = ksf
M-xx = k-ft
M-zz = k-ft
V-x = _ - - k
V-z = k
Page 12 of l
I ff-(I=
....... Structural Engineers
100 E.13� St.•Suite 10•Vancouver,WA 98660
Phones:(503)3844460•(360)699-0607
General Footin File:21-211.ec6
Software copyright ENERCALC,INC.19-83-2-02-0,Build:12.20.8.17
KW-060038 B �ASSQCIATED CONSULTANTS
DESCRIPTION: New Post Footing-B2
DESIGN SUMMARY e-
Min.Ratio Item Applied Capacity Governing Load Combination
PASS 0.6887 Soil Bearing 1.033 ksf 1.50 ksf +D+L+H about Z-Z axis
FABS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding
PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding
PASS n/a Uplift 0.0 k 0.0 k No Uplift
'ASS 0.05672 Z Flexure(+X) 0.3870 k-ft/ft 6.824 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H
PASS 0.05672 Z Flexure(-X) 0.3870 k-ft/ft 6.824 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H
PASS 0.05672 X Flexure(+Z) 0.3870 k-ft/ft 6.824 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H
PASS 0.05672 X Flexure(-Z) 0.3870 k-ft/ft 6.824 k-ft/ft +1.20D+0.50Lr+1.60L+1.60H
PASS 0.06498 1-way Shear(+X) 4.873 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H
PASS 0.06498 1-way Shear(-X) 4.873 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H
PASS 0.06498 1-way Shear(+Z) 4.873 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H
PASS 0.06498 1-way Shear(-Z) 4.873 psi 75.0 psi +1.20D+0.50Lr+1.60L+1.60H
PASS 0.1268 2-way Punching 19.015 psi 150.0 psi +1.20D+0.50Lr+1.60L+1.60H
Detailed Results
Soil Bearing
Rotation Axis$ Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow
Load Combination... Gross Allowable (in) Bottom -Z Top,+Z Left,-X Right +X Ratio
X-X,+D+H 1.50 n/a 0.0 0.3665 0.3665 n/a n/a
X-X,+D+L+H 1.50 n/a 0.0 1.033 1.033 n/a n/a
X-X,+D+Lr+H 1.50 n/a 0.0 0.3665 0.3665 n/a n/a
X-X,+D+S+H 1.50 n/a 0.0 0.3665 0.3665 n/a n/a
X-X,+D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.8665 0.8665 n/a n/a 7
X-X,+D+0.750L+0.750S+H 1.50 n/a 0.0 0.8665 0.8665 n/a n/a
X-X,+D+0.60W+H 1.50 n/a 0.0 0.3665 0.3665 n/a n/a
X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.8665 0.8665 n/a n/a 78
X-X,+D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.8665 0.8665 n/a n/a IJ.
X-X,+0.60D+0.60W+0.60H 1.50 n/a 0.0 0.2199 0.2199 n/a n/a
X-X,+D+0.70E+0.60H 1.50 n/a 0.0 0.3665 0.3665 n/a n/a 0 m
X-X,+D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.8665 0.8665 n/a n/a ,«
X-X,+0.60D+0.70E+H 1.50 n/a 0.0 0.2199 0.2199 n/a n/a 147
Z-Z,+D+H 1.50 0.0 n/a n/a n/a 0.3665 0.3665 2� 4
Z-Z,+D+L+H 1.50 0.0 n/a n/a n/a 1.033 1.033 vs
Z-Z,+D+Lr+H 1.50 0.0 n/a n/a n/a 0.3665 0.3665
Z-Z,+D+S+H 1.50 0.0 n/a n/a n/a 0.3665 0.3665
Z-Z,+D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.8665 0.8665 57
Z-Z,+D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.8665 0.8665 01,
Z-Z,+D+0.60W+H 1.50 0.0 n/a n/a n/a 0.3665 0.3665 CD,244
Z-Z,+D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 0.8665 0.8665
Z-Z,+D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 0.8665 0.8665 ij,157t?
Z-Z,+0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.2199 0.2199
Z-Z,+D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.3665 0.3665411.
Z-Z,+D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.8665 0.8665
Z-Z,+0.60D+0.70E+H 1.50 0.0 n/a n/a n/a 0.2199 0.21993.� :'