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Specifications (3) OFFICE COPS I I(08(0 Sty -fiG J �1r � STRUCTURAL CALCULATIONS CULLUMBER ENGINEERING For REG gig: .. Chase Bank: Tigard, OR SEP 21 2020 Addendum 8/19/2020 CITY OFBUILDI G ►DI IS;O 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: \gy PR(7fieS8 941�y36PE : , r- }� OREGON Wesley Cullumber, PE CullumberEng.corn wcullumber@CullumberEng.com 916-251-9798 STRUCTURAL CALCULATIONS Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020 CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 _G , INC 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 7...))/%141-71"Ix.NN Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020 CULLUMEER 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.os) 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 STRUCTURAL CALCULATIONS ¢/-�( ' g '(f���p[[[}� ENGINEERING !(�@ /' Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020 CULLUMB R 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 ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 3 of 12 STRUCTURAL CALCULATIONS • esk4"..N. Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020 CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 2, SEISMIC ANALYSIS TCHazards by Location Search Information Address: 11686 SW Pacific Hwy,Tigard,OR 97223,USA 223 ft Coordinates: 45 4369462,-122.7563323 Hostx;:Zy- Oland Tfr Elevation: 223 ft tv.r. Timestamp: 2020-03-05T163303.1232 Nettlart. Hazard Type, Seismic Reference ASCE7-16 1,° tl• CLI 2'320 Document: Risk Category: II Site Class: Basic Parameters Name Value Description Ss 0.867 A4CEp ground motor(penod=0.2s) Si 0.395 MCEp ground motion(period=1.0s) SmS 1 Sge-modIfied spectral acceleration value SW null Site-modified spectral acceleration value SOS 0.666 Numeric seismic design value at 0,2s SA Sot 'null Numeric seismk:design value at 1 Os SA See Section ti 4.8 'Additional Information Name Value Description SDC 'null Seismic design category F, 1.153 Site amplification factor at 0.2s F„ null Site amplfficatIon factor et 1 as CRs 0,887 Coefficient of risk(0.2s) CR1 0.867 Coefficient of risk(1.0s) PGA 0.394 mCEG peak ground acceleration FpGA 1.206 Site amplification factor at PGA PGAM 0.475 Site modified peak ground acceleration ADDRESS:6930 Destiny Drive Suite 41300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com 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 Tr. 18 Long-period transition period(s) SsRT 0,867 Probabilistic rlskaargeted ground motion(0.2s) SsUH 0.977 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) SIRT 0.395 Probabilistic risk-targeted ground motion(1,Os) S1UH 0.456 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) StO 0,6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) "See Section 11.4.8 1-be reruns indicated here CO NOT rafted any state or local aeod.rents to the values or any de&ne.ton Gees made during the buitoing code adoption process Users si'o o confimt any output obtained 6pnr ibis tool with the local Authority Having Jurisdiction before proreuding with design. Disclaimer Hazard toads are provided by the U.S.Geological Survey 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 end 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 held 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 websile assume all liability arising Iron such use.Use of the output of this websile does not imply approval by the governing building code bodies responsible for building code approval end interpretation for the building site described by letnudelonpitude location in the report, ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 5 of 12 • STRUCTURAL CALCULATIONS Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020 CULLU M B ER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 r - Project No.: CR093019 3. WIND ANALYSIS cffc Hazards by Location Search Information Address: 11686 SW Pacific Hwy,Tigard OR 97223,USA 223 f1 Coordinates: 45A369462,-122.7563323 I Ids land italMskora o r'k C>I ttu It Elevation: 223 ft i, R9i Tlmestamp: 2020-03-05T16:30-44,6122 N ati;:t, Hazard Type: Wind ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 66 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed 85 mph MRI 25-Year 72 mph MRI 25-Year 79 mph MR1 50-Year 77 mph MRI 50-Year 85 mph MRI 100-Year 82 mph MRI 100-Year .. 91 mph Risk Category _.. 90 mph Risk Category[ 100 mph Risk Category II 96 mph Risk Category II 110 mph Risk Category lilt 103 mph Risk Category 01.1V 115 mph. Risk Category IV 107 mph Tire resthts inthcetrd here DO NOTrof#ea'any state ur amendments to the values or any delineation Nuns medo during the Metritrag node aa`aphoo process.Users should confirm any output obtained from this torsi whit the local Aidrdsally Having.larfsclictinit before proceeding with design. Disclaimer Hazard loads are interpolated from data 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 website will extrapolate past the last wind speed contour and therefore,provide a wind speed that is sightly higher.NOTE For queries near wind-borne debris region boundaries,the resulting determination is sensitive to rounding which may affect whether or not 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. While the Information presented on this webelte 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 judghnnrt 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 Imnly annrnvni for the anvemino hitlktino code hndier recnonsihle for hirildina node annrnu»I sort intemretetirnt for the ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 6 of 12 STRUCTURAL CALCULATIONS 7))47-710. .. Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020 CULLUMBER ENGINEERING Location: 11686 SW Pacific HVVY,Tigard,OR 97223 Project No.: CR093019 4. STRUCTURAL CALCULATIONS Chase: inlard ecft Wood Beam 0"1,V1-0')/ErLE)51+,37 Irre, 1381-7520 ewe 7t1S Lia.4)11W4111011083 5r)- i - aPNfa r CullumhmEneln DESCRIPTIO Line 1 BM Lounge CODE REFERENCES Calculations per NDS 2015,IBC 2015,CRC 2016,ASCE 7-10 Load Combination Set:IBC 2018 Material Properties Analysis MethoiAllowable Stress Design Fb+ 1,000,0 psi if:Modulus of Basil Load CombinatilBC 201 Fb- 1,000 0 psi Ebend-xx 1.300 0 ksi Fc-Prit 1,000.0 psi Eminbend-x 1,300 0 ksi Wood Species Fc-Perp 1,000.0 psi Wood Grade Fi 65 0 psi Ft 65.0 psi Density 34 Opcf Beam Bracing Ream is Fully Braced against laterai-torsional buckling 062.v Lf 0 75) 6.02 Span=12 0 ft Applied Loads Seivine 4)025 entered.L0011 restore awl be applied for cniculations Uniform Load D-is 0.0250. L 0 020 ksf, Tributary Width 4 2 50 ft,(Roof) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio is 0.200 1 Maximum Shear Stress Ratio 0209:. 1 Section used for this span 6x12 Section used for this span Sx12 Ib:Actual 200.45osi fv:Actual 13.55 psi Fb:Allowable 1,000.00 psi Fy Allowable 65 00 psi Load Combination +Cl+L Load Combination +D+L Location of maximum on span = 5.000ft Location of maximum on span 7 0 X100 ft Span a where maximum occurs = Span#1 Span#where maximum occurs e Span 1 Maximum Deflection Max Downward Transient Deflection 0,026 in Raw 6561.>=360 Max Upward Tranatent Deflecton 0 000 in Ratio+ 0-v360 Max Downward Total Deflection 0.058 in Ratio 2471>=180 Max Upward Total Deflection 0,000 in Ratio= 0•080 Maximum Forces&Stresses for Load Combinations Lead Combination Max Stress Ratios Moment Vale s Shear Values Segment Length Span M V Cd Cent C i Cr Cm C t CL M lb Pb V iv E'v D Only 0.00 0.00 0.00 001 Length 12 0 ft 1 0124 0,129 0,90 1.000 1.00 1,00 1.00 1.00 1,00 1,13 11/36 900.00 D 32 7.63 58.51 +WI 1.000 1,00 1.00 1.00 1 00 1.00 0.00 0,00 0.00 001 Length---12 0 ft 1 0.200 0 209 1 00 TODD 1.00 1 00 1.00 1 00 1 00 7 03 200 45 WOO 00 0 57 13 66 65.01 +0+0.7604 1.000 1.00 1.00 1 00 1 01) 1.00 0.00 0.00 0.00 0.01 Length=12.0 ft 1 0 143 0,149 1 25 1.000 1 00 1.00 1 00 1 0.0 1 00 100 178,17 1250 DO 0.51 12 05 81.2! 19 60D 1,000 1.00 1.00 TOO 1.00 1,00 0.00 0.00 0.00 001 Length=12,0 ft 1 0042 0043 1.90 1330-0 1.00 1.00 1.00 1.00 1.00 0.66 66.82 1600330 0.19 4 52 104.01 Overall Maximum Deflections Lead Combination Span Max. Daft Location in Span Load Combination Max "+"Deft Location in Span +DLL 1 0.0583 6.044 0 MOO 0 OW ADDRESS:6930 Destiny Drive Suite 41300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 7 of 12 �i STRUCTURAL CALCULATIONS p� (7 ( ENGINEERING E �'9! Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020 CULLUMBER ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 � 40L� beam Fii tnerc 4:haw Nardecti ,.. qP¢c .axyr4u EN£F2C.?d_(. .t.C, i9832020,Bunn 1 .20.81.7 - - • " = ; ��V(a anipnetinall DESCRIPTIO Line i GM Lounge Vertical Reactions Supixart notaliOrr:Far left a a Values in KIPS Load Combi*istron Suppo0 I Support 2 Overall MAX rnum 0,675 0.675 reral4 MiN'rn,um 0.300 0.300 O Only 0..375 0.375 +0.1 0,675 0.675 +i)*0.750L 9600 0..500 +0..600.... 0.225 0 225 L Only 0,300 0.300 ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 8 of 12 7)froff-7,1,•••••4.<. , 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,Enetcola Chase Tigatd eu Wood Beam r1toftareset Betake/1ms DESCRIPTIO Line 1 BM Office CODE REFERENCES Calculations per NDS 2015.IBC 2015,CBC 2016,ASCE 7-10 Load Combination Set:IBC 2018 Material Properties Analysis MethoAllowable Stress Design Fb* 1,000,0 psi E:Modulus of Eictsiti Load CombinattBC 2018 Fb- 1,000,0 psi Ebend-xx 1,300.0 ksi Fe-Pal 1,000.0 psi Eminbend-x 1,300.0 ksi Wood Species Fc-Perp 1,000,0 psi Wood Grade Fv 65.0 psi Ft 65.0 psi Density 34.0pcf Beam Bracing Beam is Fully Braced against lateral-torsional buckling DO 2l Dl,0 05,040 Ob 1 , 1 6x12 464 Span c 22.833 ft J 1 r 1- Applied Loads Swia:e loads onLwad.Load Factors wIl be applied for calculator Uniform Load: D c-0.020, L=0.020 ksf, Tributary Width=2.50 ft,(Roof) Point Load- D c-0 20 k @ 11.416 ft,(Center Column) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.75B 1 Maximum Shear Stress Ratio = 9,420 :1 Section used for this span 6x12 Section used for this span 6x12 fla,Actual = 756.080si fv:Actual = 27.27 psi Pb:Allowable = 1,000.000si Fvt Allowable - 65.00 psi Load Combination +D+L Load Combination +EMI Location of maximum on span ici 11 41'7ft 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 0.339 in Ratio ci 807s-1=360 Max tipwani Transient Deflection 0.000 in Ratio 7 3<360 Max Downward Total Deflection 0.774 In Ratio= 364›.=-1 80 Max Upward Total Deflection 0.000 in Ratio= 0.080 Maximum Forces&Stresses for Load Combinations Load Combination Max St.195 Ratios Moment Values Shear Values Segment Length Span li M V Ca Chiv C i Cr Cry., C1 CI., M lb Fb V tv Ev D Only 0.00 0.00 0.00 0.0( Length.=.22 833 ft I 0 484 0.263 0.90 1.000 1 00 1.00 1.00 1.00 1.00 4 40 435 64 900 00 0.62 14.82 58.51 +Ott 1.000 1.00 1,00 1.00 1,00 1.00 0.00 0.00 0.00 0.0( Length c 22.833 ft 1 9.758 0.420 1.00 1.000 1.00 1.00 1.00 1.00 1 00 7.66 755.08 1000.00 1.15 27.27 65.0( t.D*0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0( Length a 22 833 ft 1 0 542 0 257 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.54 677 44 1250.00 1.02 24.16 81.21 +0 60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.0. Length=22.833 ft 1 0,163 tl 086 1.60 1.000 1.60 1.00 1.00 1.00 1.00 2 64 261 32 1600,00 6 37 6.80 104.0i Overall Maximum Deflections Load Combirtallon Span Max --1 DeS Location in Span Load Combination Max 1-1 DO Location in Span koki, 1 0 7730 11.500 o ow() 0.000 ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 9 of 12 STRUCTURAL CALCULATIONS • ` ` Project Name: Chase Bank:Tigard,OR Addendum 8/19/2020 CULLUMR ENGINEERING Location: 11686 SW Pacific HWY,Tigard,OR 97223 Project No.: CR093019 r 63,2 Mvp �gar..ez Wood Beam q� •:rn.�ra� �t kfttl.c�..., 1.:. '95dC"<0,evy6:17 s'Q 917 DESCRIPTIO L':ne 1 BM Office Vertical Reactions Support notation.Far k+n rs t11 Values 9n KIPS Load Corm ina5an Support 1 Support 2 Overall MAXI mum 1.242 1.242 Ove e. 6666mum 0.571 0,571 D O61y 0.671 0,671 •D*1_ 1.242 1242 +D*0.750L 1.099 1.099 +O.fi{!f7 0.402 0.402 L oy 0.5� 1 0.571 ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 10 of 12 ' . .-I- 7..))/s17 "leiNk1/4". 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 Erternac Chase Tigard oci Wood Column &imam 04,,,,p:FNERC-,A1.4-. IN.. -irii,n„inzu,Bukk,12in 5 Lic W4C11OO*7 1t DEBCRIPTIO 6x5 Post Line 1 Code References Calculations per NOS 2015,IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used IBC 2018 General Information Analysis Mahe Allowable Stress Design Wood Section Name Bx6 End Fixities Top&Bottom Pinned Wood GradingtManuf Graded Lumber Overall Column Heigh 11.5 ft Wood Member Type sawn Exact Width 5.50 in Allow Stress Idoefification Factois Wood Specie Exact Depth 5,50 in Cf or Cv tar Bending 1.0 Wood Grade Area 30.250 liTn2 Cf or Cv for Conos essior 1,0 Pb+ 1,500,0 psi Fv 160.0 psi lx 76,255 inka C1 or Ev for Tension 1,0 Fb- 1,500 0 psi Ft 1,000.0 psi iv 76.255 inA4 Cm:Wet Use Factor 1.0 Fe-Pill 1,000.0 psi Density 33.0 pcf Cl:Temperature Fact 1.0 Fe-Perp 1,000.0 psi 4fti:Flat Use Factor 1,0 E:Modulus of Elasticity . x-x Bending y-y Bending Axial Kf:Builbup columns 1,0 iri i Basic 1,400.0 1.400.0 1„400.0ksi Use Cr:Repetitive No Minimum 1,400.0 1.400.0 Brace condition for deflection(buckling)along columns: X-X(width)axis Unbraced Length for bbcklino ABOUT Y-Y Axis=11 Y-Y(depth)axis Fully braced against buckling ABOUT X-K Axis Applied Loads Service loads entered Load Factors au be applaad'or cirlrritior. Column self weight included . 79.721 lbs*Dead Load Factor AXIAL LOADS.. . Beam:Axial Load at 11.50 ft, D=0.5710,L=0.5710 k BENDING LOADS. . . Wind:Let.Point Load at 11,250 ft creating Mx-x,W=2,0 k DESIGN SUMMARY Bending&Shear Check Results PASS Max Axial+Sending Stress Ratio = 0.05309: 1 Maximum SERVICE Lateral Load Reactions.. Load Combination +0+0.50W Top along I-Y 1,957 k WWI)along Y-Y 0 04348 k Governmg NOS Forobairomp+Mxx,NOS Eq. 3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max above base 11,191ft Maximum SERVICE Load Lateral Deflections... At roammann location ratios are Along Y-Y 0 06021 in at 6,715 ft above base Applied Axial 0 7507k for toad combination W Only Applied Mx 0 2919 It-ft Applied My Along X-% 0 g k-rt, 0.0 in at 0.0 ft above base FP.Allowable 1 175 89.0 for toad combination nia Other Factors used to calculate allowable stresses.,, PASS Maximum Shear Stress Ratio r- 0.2425:1 pendinta Compression Tension Load Combination +6+0.60W Location of max above base 11 50 11 Applied Design Sneer 58 211 pail Ailowulde Shear 240 0 psi Load Combination Results Maximum Axial+Bendino Stress Ratios Maximum Shear Rating Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location . , D Only 0 900 0 870 0 03171 PASS 0.0ft 0.0 PASS 11.50 ft +D+L 1.000 0.851 0.05131 PASS 0.0ft 0.0 PASS 11.60 ft +0+0,750L 1,260 0.804 0.03879 PASS 0.0ft 0.0 PASS 11.50 ft +0+0.64W 1.600 0.735 0 05304 PASS 11.1915 0_2425 PASS 11.50 ft +D+0.750L+0.450W 1,600 0.735 0,04458 PAS 11.191ft 0.1619 PASS 11.50 ft +0.600+0.60W 1.600 0.735 0.05280 PASS 11.1915 0,2425 PASS 11.50 ft +0.60D 1.600 0.735 0,01266 PASS 0 Oft 0.0 PASS 11.50 ft ADDRESS:6930 Destiny Drive Suite lf300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com 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 Na: CR093019 File PInerc Chase Tigard.eci Wood Column I, r-. 4..ii n-,re.i-WV.n, likif:KW44011063 DESCRIPYIO 6x6 Post Line 1 Maximum Reactions Note 0 , )ier0 re -,or ale liti-i. X-X Axis Reactor k Y-Y AXiS Reacilion &nal Reaction My-EeidMQr,,,115,pk-ft Max.B-aEsend Moments Load Combination a Base @Top @ Base @ Top Ql Base @ Ease a D Orly 0.751 4D4L 1.322 *Den 750L 1.179 •D+0.60W 0.026 1.174 0.751 40+0.750L+0.450W 0 020 0 8.80 1.179 40.60D+0.60W 0.025 1.174 0 450 -iaeoo 0.450 L.Only 0 571 i,itl Only 0 043 1 957 Maximum Deflections for Load Combinations Load Combinalion Max,X-X Delection y Distance Max, -y D,:,.oiecilon Distance 0 Orly 0.0000in 0 090ft 0,0900 in 0 000ft it-DeL 9 0000in 0 000ft 0,0000in 0 000ft *D.0.750L 0 0000in 0 009ft 0 0005in 0 000ft 4-13e0.60W 0 09004ri 0 0905 0 0415in 6 715ft 1.D.0 750L+0.450W 0.000010 0 000ft 0.0311 in 6.715ft +0 600+0.60W 0.0000in 0.00011 0.0415 in 6i7155 +0 600 0,0000in 0 COOft 0.0000in 0 900n L Only 0.000010 0.000ft 0,0000 in 0 00011. IN Only 0.0000in 0.0005 0.9692in 6.7155 Sketches I 0 -- CO ,-- _-_,,.....1.7 ,--'-''-'-,7.',"=-•-'7-.. ;l'" 11 ' , -1;'''7-",:_-7--1, . 6 6 l'... 5,50 in ADDRESS:6930 Destiny Drive Suite#300,Rocklin,CA 95677 I PHONE:916-251-9798 I WEB:www.CullumberEng.com Page 12 of 12