Specifications (2) cc_ 52
11 (°�l° 6c,{Nc. til"'
STRUCTURAL CALCULATIONS CULLUMBER ENGINEERING
For
Chase Bank: Tigard, OR SEP 2 1 2020
Addendum 8/19/2020 ciTYOF - IGAED
BOLDING D; ISiO l
Client: PM Design Group
Project Address: 11686 SW Pacific HWY,
Tigard, OR 97223
Homeowner: Chase Bank
Project Number: CR093019
Purpose: Structural Design for
Remodel/Renovation
Revision Date: 8/19/2020
Engineer: J. Vaughan, P.E.
EOR: Wesley Cullumber, P.E.
The design calculations contained herein have been
prepared by or under the direction of the following
Registered Civil Engineer:
94136PE .r
,` OREGON, ;
Wesley Cullumber, PE
CullumberEng.com
wcullumber@CullumberEng.com
916-251-9798
STRUCTURAL CALCULATIONS
„")),"fiL7+Ast..e.N Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020
CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223
Project No.: CR093019
Table of Contents
1. DESIGN CRITERIA 2
PROJECT APPROACH 2
DESIGN VALUES 2
CODE REFERENCES 3
2. SEISMIC ANALYSIS 4
3. WIND ANALYSIS 6
4. STRUCTURAL CALCULATIONS 7
ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com
Page 1 of 12
•
-� STRUCTURAL CALCULATIONS
p r! g; 9 g9 Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020
CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223
Project No.: CR093019
1. DESIGN CRITERIA
PROJECT APPROACH
Typical design approach for gravity and lateral analysis. Seismic and Wind loading applied for lateral
analysis. Gravity loading applied as specified in the calculations. Seismic Demands on Nonstructural
Components assumed for all interior objects as required per ASCE 7-16, Chapter 13.
DESIGN VALUES
1. CRITERIA
Risk Category =II
2. ROOF LOADS(Not in project scope)
3. FLOOR LOADS
Floor Dead Load (DL) =Existing 4"Concrete Slab on Grade
Floor Live Load (LL) =100 psf
Deflection Live Load (LL) =N/A
Deflection Total Load (TL) =N/A
4. SEISMIC LOADS
MCER ground motion(period=0.2s) Ss =0.867 g
MCER ground motion(period=1.0s) S1 =0.395 g
Design Spectral Acc.for Short Periods SDS =0.666 g
Design Spectral Acc.for 1-sec. Periods SD1 =0.422 g
Soil Site Class =D
Seismic Design Category =D
Response Modification Factor R =2.5
Redundancy Factor p =1.30
Overstrength Factor 0 =2.5
Basic Seismic Force Resisting System: Seismic Demands on Nonstructural Components
5. WIND LOADS(not applicable)
Ultimate Wind Speed(3-Second Gust) =96 mph
Wind Exposure =C
Topographic Factor Kzt = 1.0
ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com
Page 2 of 12
r STRUCTURAL CALCULATIONS
ylc�} f( #g Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020
ULLMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223
Project No.: CR093019
CODE REFERENCES
ASCE 7-16 Minimum Design Loads for Buildings and Other Structures
ACI 318-14 Building Code Requirements for Structural Concrete and Commentary
IBC 2018 International Building Code 2018
AISC Steel Construction Manual 14th Edition
NDS 2015 National Design Specification 2015
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Page 3 of 12
STRUCTURAL CALCULATIONS
Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020 I
CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223
1i. D .NR,
a Project No.: CR093019
2. SEISMIC ANALYSIS
arc Hazards by Location
Search Information
Address: 11686 SW Padfic Hwy,Tigard,OR 97223,USA ;vas
223 ft
Coordinates: 45.4369462.-122 7663323 =' land
- o
Elevation: 223 ft ¢ +r., �i'`"•l ,
Timestamp: 2020-03-05T16:33:03.123Z l",
Hazard Type: Seismic
Reference ASCE7-16
Document;
Risk Category: II
Site Class: D
Basic Parameters
Name Value Description
Ss 0.867 NICER ground motion(period=0.2s)
St 0.395 NICER ground motion(pedrd=1.0s)
SktS 1 Site-modified spectral acceleration value
Sate °null Site-modified spectral acceleration value
SUS 0.666 Numeric seismic design value at 0.2s SA
S61 "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 1 153 Site amplification factor at 0.2s
FV 'null Site amplification factor at 1.0s
CR5 0.887 Coefficient of risk{0,2s)
CRt 0.867 Coefficient of risk(1 Os)
PGA 9.394 MCEC peak ground acceleration
Fp0A 1.206 Site amplification factor at PGA
PGAM 0.475 Site modified peak ground acceleration
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Page 4 of 12
STRUCTURAL CALCULATIONS
Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020
CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223
[' Project No.: CR093019
16 Longipenod transition period(s)
SsRT 0.867 Probabilistic nskitargeted ground motion(0,2s)
SsUH 0.977 Factored uniform-hazard spectral acceleration(2%probability of
exceedance in 50 years)
Ss() 1.5 Factored deterministic acceleration value(0 2s)
S1RT 0.395 Probabilistic risk-targeted ground motion(1.0s)
SIUH 0.456 Factored uniform-hazard spectral acceleration(2%probability of
exceedance in 50 years)
S10 0.6 Factored deterministic acceleration value(1.0s)
PGAd 0,5 Factored deterministic acceleration value(PGA)
• See Section 11 4.8
The rov4aa indicated here DO NOT reflaCf any state or toc.»!arnenetnientS to fee values or2rly denest;on lams made dunny thekanidon9
code adoption process.Use's shook!confirm any output oblop?ea(ion thn<.loot with The focal Aufhority Having JunsdicOon before
PrOGeeding with design
Disclaimer
Hazard loads are provided by the U.S.Geological Survey agagagjkgdigg_tign
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 professlonalS,having experience and knowledge
in the field of practice,nor to substitute for the standard of care required of such professionals in inlerpreting and applying the results of the
report provided by this website.Users of the information from this website assume all Nobility 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.
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Page 5 of 12
r STRUCTURALCALCULATIONS
Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020
CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223
Project No.: CR093019
3. WIND ANALYSIS
OTCHazards by Location
Search information
Address: 11686 SW Pacific Hwy,Tigard,OR 97223,USA
223 ft
Coordinates: 45.4369462,-122.7563323 - r-i.NSrrtw�+t land
a
Elevation: 223 ft Rt ivt., Carr;has':
Timestamp: 2024-03-05T16:30:44.632Z
Hazard Type: Wind
S
. - rt_ Jaffa �c,cie
ASCE 7-16 ASCE 7-10 ASCE 7-05
MRI 10-Year 66 mph !AMID-Year 72 mph ASCE 7.05 Wind Speed 85 mob
MRI 25-Year 72 mph MRI 25-Year 79 mph
MRI 50-Year 77 mph MRI 50-Year 85 mph
MRI 100-Year 82 mph Witten-Year 91 mph
Risk Category I 90 mph Risk.Category 1 100 mph
Risk Category II 96 mph Risk.Category li 110 mph
Risk Category III 103 mph Risk Category Ill-IV 115 mph
Risk Category IV 107 mph
The results rnrt:rated here DO NOT r&ireecf any state or local amendments to the values or coy:deilneatiorr mica made during the brl{any
rode adoption promr-ss.Users shortkf remtfrrn any output obtained from thW teo1 wf1i the local Acthorify Having Junut*va'on before
proceeding with design_
Disclaimer
Hazard loads are interpolated from dale provided in ASCE 7 and rounded up to the nearest whole integer.Per ASCE.7,islands and coastal
areas outside the last contour should use the last wind speed contour of the coastal area-in some cases,this webslte wilt extrapolate past
the last wind speed contour and therefore,provide a wind speed that is slightly higher.MOTE:For queries near wind-borne debris region
boundaries,the resulting determination is sensitive to rounding which may affect whether or riot it is considered to be within a wind-borne
debris region.
Mountainous terrain,gorges.ocean promontories,and special wind regions shall be examined for unusual wind conditions.
White the Information presented on this webslte 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 end applying the results of the
report provided by this webslte.Users of the information from this webslte assume all liability arising from such use.Use of the output of
this wehsile does not Imnly annmvai by the nnvemina hrtiidlna node bodies resnonslble for huildinn rode anornvsl and intemrets Jinn for the
ADDRESS:6930 Destiny Drive Suite n300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com
Page 6 of 12
-1-
STRUCTURAL CALCULATIONS
,o,,„..".•47 1,,Nk‹,NN Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020
CULLUMBER ENGINEER NG Location: 11686 SW Pacific HWY,Tigard,OR 97223
- - Project No.: CR093019
4. STRUCTURAL CALCULATIONS
Fite Enemaic Chase Thars°arch
Wood Beam Software•••go t EntErtuatib,INC 11)83-2020,Build
lts*-KW=30011003 0sOlurnbaa s '
DESCRIPTIO Line 1 BM Lounge
CODE REFERENCES
Calculations per NDS 2016,IBC 2015,CBC 2016,ASCE 7-10
Load Combination Set:IBC 2018
Material Properties
Analysis Ideas:Allowable Stress Design Fb 4. 1,000.0 psi E:Modulus of Basil
Load CombinatilDC 2018 Fb- 1.000 0 psi Ebend-xx 1,300 0 ksi
Fc-Pill 1,000 0 psi Eminbend-x 1,300.0 ksi
Wood Species Ec-Perp 1,000,0 psi
Wood Grade Fv 65 0 psi
Ft 65,0 psi Density 34 0 pcf
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
DIO 0621)Ifia 05)
A, 6X12 sile=
Span=12 Oft
° 7
Applied Loads Service loads entered t oad Factors,will be applsed for cathulatharts
Uniform Load 0=0.0250, L-er 0.020 list. Tributary Width.•,-•150 ft,(Roof)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.200 I Maximum Shear Stress Ratio e •0,209:1
Section used for this span 6x12 Section used for this span 6x12
fb:Actual i,-- 200,45 psi fv:Actual = 13.55 psi
Fb,Allowable e: 1,000 00 psi Fv:Allowable - 65 00 psi
Load Combination -Iar-L Load Combination +D+L
Location of maximum on span -,, 6.000ft Location of maximum on span e 0,0009
Span#where maximum occurs re Span#1 Span#where maximum occurs = Span#-I
Maximum Deflection
Max Downward transient Deftentson 0.026 in Ratio'i. 5561>=360
Max Upward Transient Defection 0 000 In Ratio= 0<360
Max Downward Total Deflection 0.058 in Ratio 7 2471>=180
Max Upward Total Deflection 0.000 in Ratio s 0*180
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Mornen1Values Shear Values
Segment Length Span 4 NI V Cd Cm C i Cr Cos C t CL M fla F'b V fy Pk,
D Only 0.00 0.00 0.00 0,01
Length=12.0 ft 1 9.124 0 129 0.90 1 000 '1.00 1.00 1.00 1,00 1.00 1 13 111 38 900 DO 0 32 7.63 68.51
fO+L TOW 1,00 1.00 TOO 1,00 1.00 0 DO 0.00 0.00 0.0t
I esigth°*.12 0 ft 1 0.200 0 233 1 aa 1 ow 1.00 1 00 1.00 1.00 1.00 2.03 200 45 IOW CO 0 57 13 66 66 0°
t-Cht0 750L 1 000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0,00 001
Length=12 0 ft 1 0.143 0.145 1.25 1.000 I OD 1.00 180 1330 1 00 1.80 178,17 1250 00 0.51 12 05 81.2°
*0 SOD 1 006 1.00 1.00 1.00 1.00 1 00 0.00 0.00 0.00 0.01
Length cs-12 0 ft 1 0 042 0.043 1.8.0 I 000 1.00 100 1,00 1.00 1,00 0 68 66 ii2 160000 0.19 4.52 104.01
Overall Maximum Deflections
Lead Combination Span Max."s"Oat° Location In Span Load Combination Max.sir'Da Location in Span
1 0.0583 6.044 0 0000 0.000
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Page 7 of 12
r STRUCTURAL CALCULATIONS
9 @/g ;^47ryyp�1r��} {�{ ('� /^ Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020
ULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223
Project No.: CR093019
PAtl Lostcatc Chase Trgard ou8
Wood Beam a
i +'t ENEFEL,N L. t ti ".u8S 1+�Ydt,fSuu"td.f2.1t389Y '.
Lk.1a; Il • . a#��L CumCuattlettati enattniaatft
DESCRIPTIO '..ir e 13A1 Lounge
Vertical Reactions Support notation:Far left to# Values in KIPS
Lod CornbotaS Qn Support I Support 2
Overall MAXsnum 0.675 0.675
Overact MfNimum 0300 0 300
o Only 0.375 0.375
+D+L 0.675 0.675
+0*0.7501. 0,600 0.600
+0.60D 0.225 0.225
L dray 0.300 0.300
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Page 8 of 12
STRUCTURAL CALCULATIONS
CULLUg ; { (� p^rq ENGINEERING g�/i�^ tit'�}{ /^ Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020
MBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223
Project No.: CR093019
File:Cnercaic°that Tigard
Wood Beans nnorec r�*t F4FFt-YC ir,c. 19834029 Buso1 ,1 zi7
tic.R; lbdl� „
DESCRIPTIO Joe 1 BM Office
CODE REFERENCES
Calculations per NDS 2015,IBC 2015,CBC 2016,ASCE 7-10
Load Combination Set:IBC 2018
Material Properties
Analysis Meth Altowabte Stress Design Fb i 1,000.0 psi E:tvtodulus of Base
Load CombinateBC 2018 Fb- 1,000.0 psi Ebend-xx 1,300.0 ksi
Fc-Pell 1,000.0 psi Eminbend x 1,300.0ksi
Wood Species Fc-Perp 1,000.0 psi
Wood Grade Fv 65.0 psi
Ft 65.0 psi Density 34.0 pcf
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
(0p�
_..._ i)g0.05kIEt7105F
8)(12
Span a 22.833 ft
Applied Loads Secace loads entered.i.oed Factors MI be applied far ca culatior
Uniform Load: D=0.020, L=0.020 kit, Tributary Width=2.50 ft.(Roof)
Point Load: D=0.20 k( 11.416 ft,(Center Column)
DESIGN SUMMARY c1 C
Maximum Bending Stress Raba ri 0.759 1 Maximum Shear Stress Ratio 0.420 :1,.
',. Section used for this span 6x12 Section used for this span 6x12
fb:Actual = 758,06psi fv:Actual 27.27 psi
Fb:Allowabte = 1,000.00psi Fv:Allowable 65,00 psi
Load Combination +D+L Load Combination +D+L
Location or maximum on span = 11,417ft Location of maximum on span = 0-000ft
Span#where maximum Occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transtent Deflection 0.339 in Ratio is 807>=360
Max Upward Transient Deflection 0.000 in Ratio= 0<360
Max Downward Total Deflection 0.774 in Ratio= 354 k=180
Max Upward Total Deflection 0.000 in Ratio ri 0<180
Maximum Forces&Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Langth Span# M V Cd CFiv Ci Cr Cm C CL M fb Fb V lx r'v
D One/ _.. 0.00 0 00 0.00 0.0(
Length-22:833 ft 1 0484 0.253 0.:90 1.000 1.00 1.00 1.00 1..00 1.00 4,40 435.54 900.DC 0..62 14,82 58.5;
=CmL 1,000 1.00 1,00 1.00 1,00 1.00 0.00 0.00 0.00 3.00
Lent=22.833 ft 1 0.758 1t.420 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7 66 758.08 1000.00 1.15 27.27 65.01
+D'e0.7501 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.0(
Lersgth=22.833 ft 1 0.542 0 297 125 1.000 1.00 1.00 1.00 1.00 1.00 6.84 677.44 1250.0e 1.02 24.16 81.2!
+0.800 1.000 1.00 1A0 1.00 1.00 100 0.00 0.00 000 0.0t
Length=22.833 ft 1 0-163 0.086 1.60 1.000 1.00 1.00 1 00 1.90 1.00 2.64 251,32 1800.K 0.37 8.89 104,0t
Overall Maximum Deflections
Load Combination Span Max.'"Daft Location in Span Load Combinalon Max.'+'Deft Location in Span
+0+1. 1 0..7739 11.500 0.0000 0.000
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Page 9 of 12
STRUCTURAL CALCULATIONS
Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020
CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223
Project No.: CR093019
Re;Eneeasc ChAsu Imjjard ett
j { BeamErP.ana¢e c 3Yr.v,:4 E 4 fir;A,C R':C.I983.2e20 a a:1z.2da3,17
DESCRIPI10 Line 1 BM Office
Vertical Reactions &wort not Lion:Far Is#1 Valuas F KIPS.
Load comeat#tion SePFart 1 Suppai 2
Owwraif AA.Ytimurn 1-242 1,242'
Overati MINanum 0.571 0.571
0 Onsy 0.671 0,671
*D+!_ 1-242 1,242
*D«0.750L 1.099 1.099
4-0.600 0,402 0.A02
I Only 0..571 0.571
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Page 10 of 12
STRUCTURAL CALCULATIONS
Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020
CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223
Project No.: CR093019
File-Enamels Chase Tigardeci
Wood Column
Lit-4 1 MPKIiiita;;:!'!;; 1551,;-',Q..
DESCRIPTIO 6xE Post Line 1
Code References
Calculations per NOS 2015,IBC 2015,CSC 2016,ASCE 7-10
Load Combinations Used:IBC 2018
General Information
Analysis Meth r Allowable Stress Design Wood Section Name 6x6
End Fixibes Top&Bottom Pinned Wood Gracting/Manuf Graded Lumber
Overall Column Heigh 11,5 ft Wood Member Type Sawn
Exact Width 5,50 in Allow Stress Modification Factors
Wood Specie Exact Depth 5,50 In Cr or Cv tor Bending 1.0
Wood Grade
Area 30.250 lie"2 01 or Cv for COiltekhaSiCe 1.0
Fb+ 1.500.0 psi Fv 160.0 pal
Ix 76 255 iree CI or Cv for Tension 1.0
Fb- 1.500.0 psi Ft 1 000.0 psi ly 76.255 in',4 Cm-Wet Use Factor 1,0
Fc-Pril 1.000,0 psi Density 33,0 pcf a Temperature Feet 1.0
Fc-Perp 1.000.0 psi Cfu:Flat Use Factor 1.0
E:Modulus of Elasticity..,x-x Bendlng y-Y Bending Axial Kf•Bui11-up columns 1.0
Basic 1,400.0 1,400.0 1.4C/0.0 ksi Use Cr:Repetitive No
Minimum 1,400.0 1,400.0 Brace condition for deflection{buckling)along columns:
X-X(width)axis Unbreced Length for buckling ABOUT Y-Y Axis=11
Y-Y{depth)axis Fully braced against buckling ABOUT X-X A705
Applied Loads Se r,i;,e lo,:lci-,i onterao.Lead Factms bat be applied'k)r calcolaiw
Column self weight included :79,721 lbs'l Dead Load Factor
AXIAL LOADS.. .
Beam:Axial Load at 11,50 ft, D=0.6710.L=0.5710 k
BENDING LOADS.. .
Wind:Lat.Point Load at 11.250 ft creating Mx-x,W=2.0 k
DESIGN SUMMARY
Bending&Shear Check Results
PASS Max.Axial+Bending Stress Ratio = 0.05309: 1 Maximum SERVICE Lateral Load Reactions,.
Load Combination +0e0 60W Top along Y-Y 1,957 k Bottom along Y-Y 0.04348 k
Governing h4D5 ForuhDismp-i-Mxx,NOS Eq.3.9-3 Top 510K1 X4 0.0 k Bottom along X-X 0,0 k
Location of max.above base 11,191 ft Maximum SERVICE Loud Lateral Deflections,..
At maximum tocaeon values are. Along Y-N 0 06921 in at 6,715 ft above base
Applied Axial 0,7507k for load combination W Only
Applied kilx 0 2919k-ft
Applied My 0.0 k-h ng Alo X-X 0.0 in ai 0,0 ft above base
Fe:Allowable 1.175,89 P4i for toad combination nra
Other Factors used to calculate allowable stresses..,
PASS Maximum Shear Stress Ratio a 0.242S:1 Sending Compression Tension
Load Combination 4D+0.60W
tucat.i,a`max shove pos,k, 11 5011
Applied Design Sheer 58,211 psi
Aliswatie Shear 240.0 pi
Load Combination Results
Maximum Axial-i Bendino Stress Ratios Maximum Shear Ratios
Load Combination CD C p Stress Ratio Status Location Stress Ratio Status Location
D Only 0.900 0 870 0.03171 PASS 0 Oft 0.0 PASS 11.50 ft
+D+L 1.000 0.851 0.05131 PASS 0.0ft 0.0 PASS 11.50 ft
+D+0.750L 1.250 0.804 0.03879 PASS 0.0 ft 0,0 PASS 11,50 ft
r0+0.00W 1.600 0.735 0,05309 PASS 11.191 ft 0.2425 PASS 11.50 ft
+D+0.750L+0.450W 1.600 0,735 0.04055 PASS 11.191ft 0.1819 PASS 11.50 ft
+0.600+0.60W 1.600 0,735 0.05280 PASS 11,191ft 0.2425 PASS 11.50 ft
+0.60D 1,600 0.735 0.01266 PASS D Oft 0.0 PASS 11 50 ft
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Page 11 of 12
STRUCTURAL CALCULATIONS
Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020
CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223
- - - - Project No.: CR093019
Fde En0(CA'C Chase Tigard.ecl
VVOOd COIUM11 sort+ totyi FNFRL,A,Ls,. -St Ra. 5
Weft:
DESCRIPTIO 6x6 Post Line 1
Maximum Reactions No Only tee-reit,re if a+it. hS0:1.
X-X Axis Reaction k YY Axis Reaction Axial Reaction My-End Moments k-tt Mx-End Moments
Load Combination Base Top @ Base Top iv Base @ Base I§Tod Ce Base t Top
D Only 9 751
..Dt+L 1 322
+11+0 750L 1.179
+C1+060W 0.026 #.174 0 751
+11+0_750L+0.450W 0.020 6.800 1.179
+0 60D+0.60W 0.026 1.174 0.450
+0 600 0.450
Only 0 571
W Only 0.043 1,957
Maximum Deflections for Load Combinations
Load Combination Max X-X Deflection Distance Max Y-Y Deftecton Distance.
D Only 0 9D0Qti 0 000ft 0.017001n 0 000ft
0000in 0.00011 0 0000in 0 00011
+D+0.750L 0 0000in 0.000ft 0.00001n 0 000ft
+6+060W 0 510001rt 0 000ft 0.0415in 6 716ft
+D+0.750L+0450W 0.0000in 0,00011 0.0011 in 6 716ft
+0.600+0.69W 0.0000in 0.000ft 0.0416in 6 716ft
+0600 0 0000in 0 00015 0.0000in 0 000ft
L Only 0 0009in 0 009ft 0,0090in 0 00041
w Only 0,00001n 0.000f5 0.0692in 6 715ft
Sketches . .
- , —
- _
1 i
Load 1
0
- - ,
6x6
-A
5 50 m
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Page 12 of 12