STRUCTURAL CALCULATIONS - ci.sandy.or.us

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

Page 1 of 18

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


.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


( 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



Bending & Shear Check Results

Maximum Shear Stress Ratio =

Applied Design Shear 54.218 psi195.50Allowable Shear psi

0.2773 : 1 Bending Compression Tension


: 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


.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


( 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


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


: 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

Page 8 of 18

https://earthquake.usgs.gov/ws/designmaps/

https://maps.google.com/maps?ll=45.396853,-122.269074&z=8&t=m&hl=en-US&gl=US&mapclient=apiv3

Concrete Slender WallASSOCIATED CONSULTANTS INC.Lic. # : KW-06003830

DESCRIPTION: Concrete Stem Wal


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


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


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


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

Page 18 of 18

STRUCTURAL CALCULATIONS - ci.sandy.or.us

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