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
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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
.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
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
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 . . .
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
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.
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
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