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 Engineers Structural Engineers Structural Engineers Structural Engineers 100 East 13 th Street • Suite 10 • Vancouver, WA 98660 Phone: (503) 384-0460 • (360) 699-0607
STRUCTURAL CALCULATIONS
Apr 05, 2023
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38348 Pioneer Blvd.
Sandy, Oregon 97055
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,
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
Roof Snow Load 30 psf City of Sandy
Risk Category II
Speed (3 sec gust) - Ultimate 130 mph City of Sandy
Exposure B
SS 0.713 USGS Maps
S1 0.317 USGS Maps
SDS 0.584 USGS Maps
Wood Framed Plywood Shearwalls
DEAD LOADS
DESCRIPTION: (E) Glulam Beam
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20-177.ec6
CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Fb + psi psi
E : Modulus of Elasticity
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 OK Maximum Bending Stress Ratio 0.749: 1
Load Combination +D+S+H
Span # where maximum occurs Span # 1 Location of maximum on span 9.052ft
128.40 psi=
Span # where maximum occurs Location of maximum on span
Span # 1=
=
=
241.50 psi==
Section used for this span 5.125x15 Maximum Shear Stress Ratio 0.532 : 1
0.000 ft= =
0 <240 247
Ratio = 0 <180
Max Downward Transient Deflection 0.736 in 331Ratio = >=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.985 in Ratio = >=180 Max Upward Total Deflection 0.000 in
fb: Actual Fb: Allowable
fv: Actual Fv: Allowable
Page 5 of 18
DESCRIPTION: (N) Beam
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20-177.ec6
.Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information
Wood Section Name 6x12Analysis Method :
16.33Overall Column Height ft
End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch (North) Wood Grade No.2 Fb + 875.0
875.0 psi 600.0 625.0
psi Density pcf
1,300.0 470.0
1,300.0 470.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 5.50 in Exact Depth 11.50 in
Area 63.250 in^2 Ix 697.07 in^4 Iy 159.443 in^4
Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn
Ct : Temperature Factor 1.0
1,300.0 Axial
Cf or Cv for Bending 1.0
x-x Bending y-y Bending ksi No
Minimum Basic
Y-Y (depth) axis : X-X (width) axis :
Unbraced Length for buckling ABOUT X-X Axis = 16.33 ft, K = 1.0 Unbraced 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 Loads Column self weight included : 219.414 lbs * Dead Load Factor BENDING LOADS . . .
Lat. Uniform Load creating Mx-x, D = 0.190, S = 0.090 k/ft Lat. Uniform Load creating My-y, W = 0.0880 k/ft
.DESIGN SUMMARY
Applied Axial 0.2194 k Applied Mx 9.333 k-ft
Load Combination +D+S+H
Load Combination +D+S+H
Bending & Shear Check Results
Maximum Shear Stress Ratio =
0.2773 : 1 Bending Compression Tension
Location of max.above base 16.330 ft
: 1
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 2.286 k Bottom along Y-Y 2.286 k Top 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+H Along X-X 0.4120 in at 8.220 ft above base
Fc : Allowable 269.721 psi Other Factors used to calculate allowable stresses . . .
for load combination : +D+0.60W+H
Page 6 of 18
DESCRIPTION: (N) Post
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20-177.ec6
.Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information
Wood Section Name 4x6Analysis Method :
10Overall Column Height ft
End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch (North) Wood Grade No.1 Fb + 1200
1200 psi 1000
psi Density pcf
1600 580
1600 580
Cf or Cv for Tension 1.0
Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 3.50 in Exact Depth 5.250 in
Area 19.25 in^2 Ix 266.93 in^4 Iy 68.78 in^4
Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn
Ct : Temperature Factor 1.0
1600 Axial
Cf or Cv for Bending 1.0
x-x Bending y-y Bending ksi No
Minimum Basic
Y-Y (depth) axis : X-X (width) axis :
Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 1.0 Lu 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 Loads AXIAL LOADS . . .
DL+SL: Axial Load at 10.0 ft, D = 3.210, S = 4.460 k BENDING LOADS . . .
Wind: Lat. Point Load at 7.0 ft creating Mx-x, W = 0.720 k .DESIGN SUMMARY
PASS
PASS
Applied Axial 6.555 k Applied 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 =
0.09076 : 1 Bending Compression Tension
Location of max.above base 10.0 ft
: 1
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.5040 k Bottom along Y-Y 0.2160 k Top 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+H Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 713.06 psi Other Factors used to calculate allowable stresses . . .
for load combination : n/a
Page 7 of 18
Hazards by Location
Coordinates: 45.396853, -122.2690741
Elevation: 922 ft
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
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 of exceedance 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 of exceedance 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 any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.
Disclaimer Hazard 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 presented in 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 other licensed 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 of practice, 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 from this 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 approval and interpretation for the building site described by latitude/longitude location in the report.
922 ft
DESCRIPTION: Concrete Stem Wal
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20-177.ec6
Code References Calculations per ACI 318-14 Sec 11.8, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General 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
=Width of Design Strip 24.0 in
1.0 Rebar "d" distance in3.0 Lower Level Rebar . . .
Temp Diff across thickness deg F=3.0 ksi 60.0 ksi
Fr : Rupture Modulus 273.861 psi
3,122.0 ksi
0.060
Using Stiff. Reduction Factor per ACI R.10.12.3 =: Lt Wt Conc Factor
= Ec : Concrete Elastic Modulus
/2 for Cantilever
One-Story Wall Dimensions
Top Free, Bottom Fix
15.0
Fp 1.0 = 25.0 psf
Full area WIND load psf Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 25.0 psf
DESIGN SUMMARY Actual Values . . . Allowable Values . . .Governing Load Combination . . .
Axial Load Check +1.20D+E ft0.08333Location
Max Pu / Ag 0.4667 psi 0.06 * f'c 180.0 psi
Reinforcing Limit Check Max Allow As/bd0.01111Actual As/bd 0.01355
Service Deflection Check E Only
Actual Defl. Ratio L/ Allowable Defl. Ratio18395 150.0PASS
PASS Max. 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 Horizontal Base Horizontal E Only 0.250 k
Maximum Reactions . . . for Load Combination....
Results reported for "Strip Width" of 24.0 in
0.0 k
/2 for Cantilever
DESCRIPTION: Concrete Stem Wal
Moment Values 0.6 *
Design Maximum Combinations - Moments Results reported for "Strip Width" = 12 in.
0.06*f'c*b*t Axial Load
Load Combination Phi MnMu k
Pu Mcr As RatioAs rho bal in^2k-ftk k-ftk-ft
Phi
0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.01110.09 4.6912.960 0.400 0.01350.000 0.901.64+1.20D+0.50W at 0.00 to 0.17 0.01110.19 4.6912.960 0.400 0.01350.000 0.901.64+1.20D+W at 0.00 to 0.17 0.01110.19 4.6912.960 0.400 0.01350.000 0.901.64+0.90D+W at 0.00 to 0.17 0.01110.31 4.6912.960 0.400 0.01350.000 0.901.64+1.20D+E at 0.00 to 0.17 0.01110.31 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 Load Load Combination I crackedMactualPu Mcr Defl. Ratio
in^4k-ft k-ft in^4 in^4 ink DeflectionI effectiveI gross
0.00.0000.00 0.000.000 0.0000.000.00 51,080.90.0020.00 20.560.000 162.000216.001.64+D+0.60W at 4.83 to 5.00 68,107.90.0020.00 20.560.000 162.000216.001.64+D+0.450W at 4.83 to 5.00 51,087.20.0020.00 20.560.000 162.000216.001.64+0.60D+0.60W at 4.83 to 5.00 26,270.20.0050.00 20.560.000 162.000216.001.64+D+0.70E at 4.83 to 5.00 35,026.90.0030.00 20.560.000 162.000216.001.64+D+0.5250E at 4.83 to 5.00 26,273.40.0050.00 20.560.000 162.000216.001.64+0.60D+0.70E at 4.83 to 5.00 30,658.00.0040.00 20.560.000 162.000216.001.64W Only at 4.83 to 5.00 18,394.80.0070.00 20.560.000 162.000216.001.64E Only at 4.83 to 5.00
Top Horizontal Vertical @ Wall Base Reactions - Vertical & Horizontal
Base HorizontalLoad Combination
Page 16 of 18
DESCRIPTION: Shearwall Foundation
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20-177.ec6
Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information
Material Properties Analysis/Design Settings YesCalculate footing weight as dead load ? NoCalculate Pedestal weight as dead load ?
3.0 60.0
Ec : Concrete Elastic Modulus
Concrete Density Min Allow % Temp Reinf (based on thick)
ksif'c : Concrete 28 day strength fy : Rebar Yield ksi
Min Steel % Bending Reinf (based on 'd')
0.90 0.750
No 250.0
0.30
1.50 ksf (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.)
Increases based on footing Depth . . . .
Increases based on footing Width . . .
Footing base depth below soil surfaceAllowable Soil Bearing ksf Increase Bearing By Footing Weight
Coefficient of Soil/Concrete Friction
Adjusted Allowable Soil Bearing
Soil Passive Sliding Resistance pcf Allowable pressure increase per foot ksf when base of footing is below ft
Allowable pressure increase per foot ksf when 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
= =
2.0 ft Between Columns 2.0 ft Distance Right of Column #2 2.0 ft
Total Footing Length = 6.0
in^2
Footing Thickness 15.0 in in^2
= =
0.9720 in^2 Bars Btwn Cols
Bottom Bars 0.930
Bars Right of Col #2 Top Bars 0.930 0.9720
Top Bars 0.930 0.0 Bottom Bars
Bars left of Col #1
Applied Loads Applied @ Left Column
Axial Load Downward Moment (+CW) = Shear (+X) =
S E HWLD Lr k
Applied @ Right Column =
= 3.210 4.460 -4.770
DESCRIPTION: Shearwall Foundation
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20-177.ec6
DESIGN SUMMARY Design OK Governing 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+0.60H PASS 2.224 Sliding 0.2076 k 0.4617 k +0.60D+0.60W+0.60H PASS 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-ft 0.1032 Flexure - Left of Col #1 - Bottom 5.052 k-ft
+1.20D+L+0.50S+W+1.60H PASS
48.948 +1.20D+L+1.60S+1.60H PASS
k-ft Flexure - Between Cols - Top 48.948-2.555 k-ft0.05219
+1.20D+L+1.60S+1.60H k-ft
Flexure - Between Cols - Bottom 5.398 k-ft0.1103 48.948 k-ft 0.0 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+1.60H PASS 0.07106 1-way Shear - Col #2 5.838 psi 82.158 psi +1.20D+L+1.60S+1.60H PASS 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+1.60H 0.02540 +0.90D+W+1.60HPASS
PASS 48.948 k-ft
Soil Bearing Eccentricity 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
Page 18 of 18
Sandy, Oregon 97055
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,
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
Roof Snow Load 30 psf City of Sandy
Risk Category II
Speed (3 sec gust) - Ultimate 130 mph City of Sandy
Exposure B
SS 0.713 USGS Maps
S1 0.317 USGS Maps
SDS 0.584 USGS Maps
Wood Framed Plywood Shearwalls
DEAD LOADS
DESCRIPTION: (E) Glulam Beam
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20-177.ec6
CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Fb + psi psi
E : Modulus of Elasticity
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 OK Maximum Bending Stress Ratio 0.749: 1
Load Combination +D+S+H
Span # where maximum occurs Span # 1 Location of maximum on span 9.052ft
128.40 psi=
Span # where maximum occurs Location of maximum on span
Span # 1=
=
=
241.50 psi==
Section used for this span 5.125x15 Maximum Shear Stress Ratio 0.532 : 1
0.000 ft= =
0 <240 247
Ratio = 0 <180
Max Downward Transient Deflection 0.736 in 331Ratio = >=240 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.985 in Ratio = >=180 Max Upward Total Deflection 0.000 in
fb: Actual Fb: Allowable
fv: Actual Fv: Allowable
Page 5 of 18
DESCRIPTION: (N) Beam
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20-177.ec6
.Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information
Wood Section Name 6x12Analysis Method :
16.33Overall Column Height ft
End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch (North) Wood Grade No.2 Fb + 875.0
875.0 psi 600.0 625.0
psi Density pcf
1,300.0 470.0
1,300.0 470.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 5.50 in Exact Depth 11.50 in
Area 63.250 in^2 Ix 697.07 in^4 Iy 159.443 in^4
Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn
Ct : Temperature Factor 1.0
1,300.0 Axial
Cf or Cv for Bending 1.0
x-x Bending y-y Bending ksi No
Minimum Basic
Y-Y (depth) axis : X-X (width) axis :
Unbraced Length for buckling ABOUT X-X Axis = 16.33 ft, K = 1.0 Unbraced 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 Loads Column self weight included : 219.414 lbs * Dead Load Factor BENDING LOADS . . .
Lat. Uniform Load creating Mx-x, D = 0.190, S = 0.090 k/ft Lat. Uniform Load creating My-y, W = 0.0880 k/ft
.DESIGN SUMMARY
Applied Axial 0.2194 k Applied Mx 9.333 k-ft
Load Combination +D+S+H
Load Combination +D+S+H
Bending & Shear Check Results
Maximum Shear Stress Ratio =
0.2773 : 1 Bending Compression Tension
Location of max.above base 16.330 ft
: 1
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 2.286 k Bottom along Y-Y 2.286 k Top 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+H Along X-X 0.4120 in at 8.220 ft above base
Fc : Allowable 269.721 psi Other Factors used to calculate allowable stresses . . .
for load combination : +D+0.60W+H
Page 6 of 18
DESCRIPTION: (N) Post
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20-177.ec6
.Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information
Wood Section Name 4x6Analysis Method :
10Overall Column Height ft
End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch (North) Wood Grade No.1 Fb + 1200
1200 psi 1000
psi Density pcf
1600 580
1600 580
Cf or Cv for Tension 1.0
Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 3.50 in Exact Depth 5.250 in
Area 19.25 in^2 Ix 266.93 in^4 Iy 68.78 in^4
Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn
Ct : Temperature Factor 1.0
1600 Axial
Cf or Cv for Bending 1.0
x-x Bending y-y Bending ksi No
Minimum Basic
Y-Y (depth) axis : X-X (width) axis :
Unbraced Length for buckling ABOUT X-X Axis = 10 ft, K = 1.0 Lu 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 Loads AXIAL LOADS . . .
DL+SL: Axial Load at 10.0 ft, D = 3.210, S = 4.460 k BENDING LOADS . . .
Wind: Lat. Point Load at 7.0 ft creating Mx-x, W = 0.720 k .DESIGN SUMMARY
PASS
PASS
Applied Axial 6.555 k Applied 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 =
0.09076 : 1 Bending Compression Tension
Location of max.above base 10.0 ft
: 1
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.5040 k Bottom along Y-Y 0.2160 k Top 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+H Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 713.06 psi Other Factors used to calculate allowable stresses . . .
for load combination : n/a
Page 7 of 18
Hazards by Location
Coordinates: 45.396853, -122.2690741
Elevation: 922 ft
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
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 of exceedance 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 of exceedance 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 any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.
Disclaimer Hazard 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 presented in 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 other licensed 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 of practice, 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 from this 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 approval and interpretation for the building site described by latitude/longitude location in the report.
922 ft
DESCRIPTION: Concrete Stem Wal
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20-177.ec6
Code References Calculations per ACI 318-14 Sec 11.8, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General 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
=Width of Design Strip 24.0 in
1.0 Rebar "d" distance in3.0 Lower Level Rebar . . .
Temp Diff across thickness deg F=3.0 ksi 60.0 ksi
Fr : Rupture Modulus 273.861 psi
3,122.0 ksi
0.060
Using Stiff. Reduction Factor per ACI R.10.12.3 =: Lt Wt Conc Factor
= Ec : Concrete Elastic Modulus
/2 for Cantilever
One-Story Wall Dimensions
Top Free, Bottom Fix
15.0
Fp 1.0 = 25.0 psf
Full area WIND load psf Wall Weight Seismic Load Input Method : Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 25.0 psf
DESIGN SUMMARY Actual Values . . . Allowable Values . . .Governing Load Combination . . .
Axial Load Check +1.20D+E ft0.08333Location
Max Pu / Ag 0.4667 psi 0.06 * f'c 180.0 psi
Reinforcing Limit Check Max Allow As/bd0.01111Actual As/bd 0.01355
Service Deflection Check E Only
Actual Defl. Ratio L/ Allowable Defl. Ratio18395 150.0PASS
PASS Max. 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 Horizontal Base Horizontal E Only 0.250 k
Maximum Reactions . . . for Load Combination....
Results reported for "Strip Width" of 24.0 in
0.0 k
/2 for Cantilever
DESCRIPTION: Concrete Stem Wal
Moment Values 0.6 *
Design Maximum Combinations - Moments Results reported for "Strip Width" = 12 in.
0.06*f'c*b*t Axial Load
Load Combination Phi MnMu k
Pu Mcr As RatioAs rho bal in^2k-ftk k-ftk-ft
Phi
0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.00000.00 0.000.000 0.000 0.00000.000 0.000.00 0.01110.09 4.6912.960 0.400 0.01350.000 0.901.64+1.20D+0.50W at 0.00 to 0.17 0.01110.19 4.6912.960 0.400 0.01350.000 0.901.64+1.20D+W at 0.00 to 0.17 0.01110.19 4.6912.960 0.400 0.01350.000 0.901.64+0.90D+W at 0.00 to 0.17 0.01110.31 4.6912.960 0.400 0.01350.000 0.901.64+1.20D+E at 0.00 to 0.17 0.01110.31 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 Load Load Combination I crackedMactualPu Mcr Defl. Ratio
in^4k-ft k-ft in^4 in^4 ink DeflectionI effectiveI gross
0.00.0000.00 0.000.000 0.0000.000.00 51,080.90.0020.00 20.560.000 162.000216.001.64+D+0.60W at 4.83 to 5.00 68,107.90.0020.00 20.560.000 162.000216.001.64+D+0.450W at 4.83 to 5.00 51,087.20.0020.00 20.560.000 162.000216.001.64+0.60D+0.60W at 4.83 to 5.00 26,270.20.0050.00 20.560.000 162.000216.001.64+D+0.70E at 4.83 to 5.00 35,026.90.0030.00 20.560.000 162.000216.001.64+D+0.5250E at 4.83 to 5.00 26,273.40.0050.00 20.560.000 162.000216.001.64+0.60D+0.70E at 4.83 to 5.00 30,658.00.0040.00 20.560.000 162.000216.001.64W Only at 4.83 to 5.00 18,394.80.0070.00 20.560.000 162.000216.001.64E Only at 4.83 to 5.00
Top Horizontal Vertical @ Wall Base Reactions - Vertical & Horizontal
Base HorizontalLoad Combination
Page 16 of 18
DESCRIPTION: Shearwall Foundation
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20-177.ec6
Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information
Material Properties Analysis/Design Settings YesCalculate footing weight as dead load ? NoCalculate Pedestal weight as dead load ?
3.0 60.0
Ec : Concrete Elastic Modulus
Concrete Density Min Allow % Temp Reinf (based on thick)
ksif'c : Concrete 28 day strength fy : Rebar Yield ksi
Min Steel % Bending Reinf (based on 'd')
0.90 0.750
No 250.0
0.30
1.50 ksf (Allowable Soil Bearing adjusted for footing weight and depth & width increases as specified by user.)
Increases based on footing Depth . . . .
Increases based on footing Width . . .
Footing base depth below soil surfaceAllowable Soil Bearing ksf Increase Bearing By Footing Weight
Coefficient of Soil/Concrete Friction
Adjusted Allowable Soil Bearing
Soil Passive Sliding Resistance pcf Allowable pressure increase per foot ksf when base of footing is below ft
Allowable pressure increase per foot ksf when 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
= =
2.0 ft Between Columns 2.0 ft Distance Right of Column #2 2.0 ft
Total Footing Length = 6.0
in^2
Footing Thickness 15.0 in in^2
= =
0.9720 in^2 Bars Btwn Cols
Bottom Bars 0.930
Bars Right of Col #2 Top Bars 0.930 0.9720
Top Bars 0.930 0.0 Bottom Bars
Bars left of Col #1
Applied Loads Applied @ Left Column
Axial Load Downward Moment (+CW) = Shear (+X) =
S E HWLD Lr k
Applied @ Right Column =
= 3.210 4.460 -4.770
DESCRIPTION: Shearwall Foundation
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 File: 20-177.ec6
DESIGN SUMMARY Design OK Governing 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+0.60H PASS 2.224 Sliding 0.2076 k 0.4617 k +0.60D+0.60W+0.60H PASS 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-ft 0.1032 Flexure - Left of Col #1 - Bottom 5.052 k-ft
+1.20D+L+0.50S+W+1.60H PASS
48.948 +1.20D+L+1.60S+1.60H PASS
k-ft Flexure - Between Cols - Top 48.948-2.555 k-ft0.05219
+1.20D+L+1.60S+1.60H k-ft
Flexure - Between Cols - Bottom 5.398 k-ft0.1103 48.948 k-ft 0.0 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+1.60H PASS 0.07106 1-way Shear - Col #2 5.838 psi 82.158 psi +1.20D+L+1.60S+1.60H PASS 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+1.60H 0.02540 +0.90D+W+1.60HPASS
PASS 48.948 k-ft
Soil Bearing Eccentricity 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
Page 18 of 18
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