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Specifications RECEIVED AUG 262019 CITY OF TIGARD BUILDING DIVISION Dui ,20I I' 0O2•35-Al flop !F!C /WV M 16200 SW Pacific Hwy Tigard, OR t T 4 C VIMK Project Number:20190291 Bland and Schmidt Architects,Pt 3611 SW Head Avenue,Suite 200 Portland,OR 97239 • Approved plans shall be on job site. . + 08/21/19 ► PROF, /, n Ill ',,Itb . ORa, ON 0 Q\' EXPIRES: 6-30-2021 I Prepared By: Stephen Stenberg,PE.&Austin Brown, €tT August 21, 2019 ENGINEERING + DESIGN t Structural Calcuations:.ligard Albertson's Planet Fitness DC-1 Project: Tigard Albertson's Planet Fitness Project Number: 20190291 Project Address: 16200 SW Pacific Hwy Bowmen!: Structural Calculations for ) i Tigard, OR Building Permit TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-2 Gravity Calculations C-1 thru C-18 • Lateral Calculations L-1 thru L-9 DESCRIPTION OF STRUCTURAL SYSTEM This 'Tigard Albertson's Planet Fitness' project consists of the structural modifications at the entry of the building at the site located at 16200 SW Pacific Hwy, Tigard, OR. The modifications are designed to resist gravity and seismic forces. *'LIMITATIONS*** VLMK Engineering + Design was retained in a limited capacity for this project. No responsibility and/or - liability is assumed by, nor is any to be assigned to, VLMK Engineering + Design for items beyond that shown in this Structural Calculation Package. 6 cnd2019\20190291y02 Calculatiuns`STRUCTURAIV02 Planet Fitness[F WorkNigcrd Albertson dc.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 www.vintk.cora 1 Structural Calculations:Tigard Albertson's Planet Fitness CC-2 CODES 2014 Oregon Structural Specialty Code (Based on the 2012 International Building Code) DESIGN LOADS Dead Loads Roof Roofing (existing) 4.0 psf Insulation 1 .5 psf Sheathing (5/8" plywood) 1 .8 psf Joists 3.0 psf Girders 1 .0 psf Mechanical and Electrical 1 .0 psf Miscellaneous 2.7 psf Total Roof Load 15.0 psf Wall Weights 8" CMU Wall, Solid Grouted 78 psf 8" CMU Wall, Partially Grouted 51 psf Wind Ultimate Design Wind Speed, Van 120 mph Nominal Design Wind Speed, Va,a 95 mph Risk Category II Wind Exposure B Internal Pressure Coefficient GC,i = +/- 0.18 Seismic Seismic Importance Factor, la 1 .0 Risk Category II Mapped Spectral Response Accelerations S, = 0.952 Si = 0.419 Site Class D Spectral Response Coefficients Sa, = 0.710 Sal = 0.441 Seismic Design Category D G cad2019\2019029T\12 Colculatirons'STRJQURA[\02 Planet Fitness LC Wark\?igard Albertson dc.docx 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 syww.drok.vorn KProject: 1-76Drft3 Jobe; 2p14702'7t By: 5Ms Date. d8/1' M Sheer ItC -1 rvy ur Faidu .oeS/Gn - It ... . F s I,a3D eSL .. , ? /4?F, A-^: it o6F 4 k a". jtA *te'z3 a i � -30 ° i ,_ a. I f, 7. Gt?P+ro0 eh W4 ,.# I' j5Jp�hF {"Z'-ff' tt s :7tt d ! l *i. 6.44,7 t•- , l i .f3}i = `.454 "'It x. I, j F4 . 25/,00.T0' tsp.- (lr ). ) : z ! ' _ , ; . "'"�&4f T{- A.. 2ria'cc ... 9 z � 32 .'tr !Er(. t AO4 i 7 . a 0,..A.- tEt'<4 G �Sf 1- /4- 0)G : j _. l . 3 f7c N*D f t I I . , l 1E1 t" /4--' Fs A '-t II la:I 4 - an° do AA S 4$A t I— 3Ft_ C a.c 7'„-M0.- �A cw 44 yr-00..?5 ..-_ f, , e K "llCo IN" ^Y 64 t7.1 7,3 t.7- �®. ojd ..: • Lt i.. i t_ 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 wvaw.vlmk.c©m . ' I VV LMK Praiect: 7:14,,A4 D Pr job#: 701.102-4i1 Br S/^1.1.- Odte: 03//9 Sheet tr:C-2 ENGINEER/NG.DESIGN - • ' ' • 1 " 1 1 1 , I 1 -r-.Tc-itto pL•toar.:;77 F rirwt-sS , , .. . „.....,-...—.,.........—...4.---__ ' 1/%6444 0 eVi-e41-F(r ArtA44.Ai`-$ (e Poi.) . , • 5'rrv.../f., tAk 1 .Z.s >1 11 Fviclik4( :dir',41,8,A1 -,7:3 ; t • : , t 1 ' ' ' • ; 1 , • ; . j.040 ; . 1 , :. ; • ; . 1 ; 4 ^c•re.a Mso,lecy eePi„...ft1Pr ., Act- fL5 e-) • , 73,4c,..tc C A14,441 top.o '.. --Oft "4/4.,4_, . : OES'X'irrl el ) 14.55' Pie (WTOr - I/44 ‘ -I-17114 )0,' t 0•1M- 1:4;A-lee aro") 4/4...h:IXA • '3, . 4:- f-- ; 1: , ,..r. Sad ,. I ... 2.0 - (4-) ti (4,:vesEs of , a : . i . , , . , 1 . •, i 1 ' ' , 00.xt = ;10,..ps• icf.L.F ffig+1,<,)02:33')- • • , , ' I 1 .777-7.*Arcv-K ".14Plx 7 3,9I E• e . 430 1 1-;(444:14.4 4 5-. (.0-• 47 g IAJ).1 ,4 : / '', • illtisyTIF 1 . i . . . . 1 i . . , 1. I 1 . i . . , I , . 1 , . i 1 i , 1 , 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 wvavImk.carn lV V L M K Project: Job#: Date: Sheet#: TIGARD PF 20190291 By SMS 08/19 C-3 ENGINEERING+DESIGN LL WORK STRONGBACK DESIGN GRAVITY LOADS W0 VARIES DL = 15 psf WE' MI j 25'-0" l SL = 25 psf / o R GE / WP, = Ww�L= 51 psf(partially grouted) RI_, RR,+ +RL2 RR+ +RL3 RRS+ o j LATERAL LOADS / w, = 26.9 psf (100 SF -CC loading) - z / 4 W WE= 0.4xSD,xIxWR, > or= 0.10WR / r a o WE2 0 SDG= 0.710 I = 1.25 WR, = 78 psf SB#1 SB #2 SB #3 SB #4 M., =15 psf 24'-4,1 r k 20'-0" x 8'-8" x OPENING-1 OPENING-2 OPENING-3 WE, = 27.65 psf W. = 13.3 psf 0 STRONGBACK ELEVATION OPENING - 1 [ L = 26'-0" ] OPENING - 2 [ L = 22'-0" ] OPENING - 3 [ L = 10'-3" ] HEADER HEADER HEADER 56% WG-TRI9=44'-6"/2 =22'-3" 4SHARIN3%PERG LOAD We-TRI6=60' 0' /2= 30' 0° S HAR LOADING We-TRIe = 60'-0"/2 = 30'-0" WE,w-TRIe=22'/2 = 11-0" T ANALYSIS ON WE, -TRIe = 23'/2 = 11'-6" WEN/-TRIe=23'/2 = 11'-6" PREVIOUS WRx(25' - 11') = 714plf SHEETS WRx(28' - 11') = 867plf WI,x(28' - 11') = 867plf USE 18x6x5/16 USE 18x6x5/16 USE 12x6x1/4 (see printout) (see printout) (see printout) STRONGBACK (SB#1) STRONGBACK(SB#2) STRONGBACK (SB#3) STRONGBACK (SB#4) H =23'-3" H =23'-3" H = 24'-0" H = 24'-3" ' Ww-TRIe = 30'/2 = 15.0' Ww-TRIe =49'/2 =24.5' Ww-TRIP = 33.75'/2 = 16.9' W IN-TRIB= 36'/2 = 18.0' RL-, : DL= 13.4k SL= 7.0k RR-, : DL = 13.4k SL= 7.Ok RR.2 : DL = 8.5k SL=4.9k RR, : DL = 6.9k SL= 3.8k RL-2 : DL= 8.5k SL=4.9k RL, : DL= 6.9k SL= 3.8k USE HSS6x6x5/16 USE HSS6x6x1/2 USE HSS6x6x5/16 USE HSS6x6x1/4 (see printout) (see printout) (see printout) (see printout) 3933 SW Kell Avenue Portland,OR 97239 tel: 503.222.4453 fox:503.248 9263 www.vlml;.com i V L M K Project Tigard PF Job 20190291 By: SMS Dote: 08/19 Sheet it C -4 ENGINEERING +Of54GN l. v3.00-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Wind Loads - Components and Cladding - Based on the 2015 International Building Code and ASCE 7-10, 30.5(Part 2: Low-Rise Buildings - Simplified) Vuit = 120 mph Ultimate Wind Speed 3-Second Gust [Figure 26.5-1A, B, &C] B Exposure Category [Section 26.7.3] II Risk Category (II), (I), or(III and IV) [IBC Table 1604.5] Kn = 1.00 Topographic Factor [Figure 26.8-1] Roof Slope = 0 to 7 Degrees Effective Area = 100 sf Span Length x Eff. Width (not less than Span Length/3) Load Factor = 1.0 Ultimate = 1.0W, ASD = 0.6W Design Wind Pressure: Pnet = AKztPnet3o [Equation 30.5-1] Wall Loads: (1.0W ULTIMATE LEVEL ) Height Adjustment i Wall - Interior Zone 4 Wall - End Zone 5 (ft) A (Psf) (psf) 15 1.00 22.0 -24.2 22.0 -26.9 20 1.00 22.0 -24.2__ 22.0 -26.9 25 1.00 22.0 -24.2 22.0 -26.9 30 1.00 22.0 -24.2 22.0 -26.9 35 1.05 23.1 -25.4 23.1 -28.2 40 1.09 24.0 -26.4_. 24.0 -29.3 45 1.12 24.6 -27.1 24.6 -30.1 50 1.16 25.5 -28.1 25.5 31.2 55 1.19 26.2 -28.8 26.2 -32.0 60 1.22 26.8 -29.5 26.8 -32.8 Roof Loads: (1.0W ULTIMATE LEVEL) Height Adjustment Roof- Interior Zone 1 Roof- End Zone 2 Roof - Corner Zone 3 (ft) A (psf) (psf) (psf) 15 1.00 16.0 -23.7 16.0 -28.1 16.0 -28.1 20 1.00 16.0 -23.7 16.0 -28.1 16.0 -28.1 25 1.00 16.0 -23.7 16.0 -28.1 16.0 -28.1 30 1.00 16.0 -23.7 16.0 -28.1 16.0 -28.1 35 1.05 16.0 -24.9 16.0 -29.5 16.0 -29.5 40 1.09 16.0 -25.8 16.0 -30.6 16.0 -30.6 45 1.12 16.0 -26.5 16.0 -31.5 16.0 -31.5 50 1.16 16.0 -27.5 16.0 -32.6 16.0 -32.6 55 1.19 16.0 -28.2 16.0 -33.4 16.0 -33.4 60 1.22 16.0 -28.9 16.0 -34.3 16.0 -34.3 Notes: 1.) Loads shown may be governed by Minimum Wind Design Loads per Section 30.2.2. - 2.) Presures shown are applied normal to their respective surfaces. 3.) Plus and minus signs signify pressures acting toward (+)and away (-) from the surfaces. C -5 Steel Beam - I Luc.#:KW-00002728 Lice •,ENGINEERS, . Description: Opening•1(Lateral) CODE REFERENCES Calculations per AISC 360-10, IBC 2012. CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending E(a 0798) ...... .__ __........ ......_. ......a J. HSS18x6x5/16 Span=260ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: W=0.02690 ksf, Tributary Width=11.0 ft,(Wind Loading) Uniform Load: E=0.02765 ksf, Tributary Width=6.0 ft,(Seismic Loading) Uniform Load: E=0.01330 ksf, Tributary Width=6.0 ft,(Seismic Loading) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.271 : 1 Maximum.Shear Stress Ratio= 0.043 : 1 Section used for this span HSS18x6x5/16 Section used for this span HSS18x6x5/16 Ma:Applied 15.002 k-ft Va:Applied 2.308 k Mn/Omega:Allowable 55.356 k-ft Vn/Omega:Allowable 53.603 k Load Combination +0.60W Load Combination +0.60W Location of maximum on span 13.000ft 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 0.957 in Ratio= 325>=240 Max Upward Transient Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 0.693 in Ratio= 450 >= Max Upward Total Deflection 0.000 in Ratio= 0>r Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mny Mny/Omega Cb Rm Va Max Vny Vny/Omega +0.60W Dsgn.L= 26.00 ft 1 0.271 0.043 15.00 15.00 92.44 55.36 1.00 1.00 2.31 89.52 53.60 E Only'0.70 Dsgn.L= 26.00 ft 1 0.263 0.042 14.53 14.53 92.44 55.36 1.00 1.00 2.24 89.52 - 53.60 Overall Maximum Deflections Load Combination Span Max.'-"Defl Location in Span Load Combination Max."+"Defl Location in Span E Only 1 0.9585 13.074 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.847 3.847 Overall MINimum 2.236 2.236 +0.60W 2.308 2.308 E Only'0.70 2.236 2.236 W Only 3.847 3.847 E Only 3.194 3.194 C -6 Steel Beam Lie.# KW= ... e , .�:_._.. .. . .k,or- -:: , '' ''i "s` "aY Description: Opening-1(Gravity) CODE REFERENCES Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0 691) HSS10x6x5/16 „ f Span=26.0 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.6910 k/ft, Tributary Width=1.0 ft,(Roof and Wall Loading) DESIGN SUMMARY Desi•n OK Maximum Bending Stress Ratio = 0.343: 1 Maximum Shear Stress Ratio= 0.054 : 1 Section used for this span HSS18x6x5116 Section used for this span HSS18x6x5/16 Ma:Applied 62.518 k-ft Va:Applied 9.618 k Mn/Omega:Allowable 182.089 k-ft Vn/Omega:Allowable 179.064 k Load Combination D Only Load Combination D Only Location of maximum on span 13.000ft 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 0.000 in Ratio= 0<240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.514 in Ratio= 607>=300 Max Upward Total Deflection 0.000 in Ratio= 0 <300 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnxl0mega D Only Dsgn.L= 26.00 ft 1 0.343 0.054 62.52 62.52 304.09 182.09 1.00 1.00 9.62 299.04 179.06 Overall Maximum Deflections Load Combination Span Max."-"Detl Location in Span Load Combination Max."+"Deh Location in Span D Only 1 0.5137 13.074 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.618 9.618 Overall MINimum 9.618 9.618 D Only 9.618 9.618 C - 7 Steel Beam Lic.#:KW-06002726 ,- zs :._:._' _. 'U Description: Opening-2(Gravity) CODE REFERENCES Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Di1.17j i 11' 1j 4ttZ- l ' , 1 ii i,i „,, a �� �+ Ifl T,=; ( � .K. "1 )ii i� _ �'(� ri is id ,.!-� '"" 431 , i _ ( _ HSS18x6x5/16 __. Span=22 0 ft I. I Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=1.170 k/ft, Tributary Width=1.0 ft,(Wall Loading) DESIGN SUMMARY 1est• Gtl ` Maximum Bending Stress Ratio = 0.405: 1 Maximum Shear Stress Ratio= 0.075 : 1 Section used for this span HSS18x6x5/16 Section used for this span HSS18x6x5/16 Ma:Applied 73.741 k-ft Va:Applied 13.407 k Mn/Omega:Allowable 182.089 k-ft Vn/Omega:Allowable 179.064 k Load Combination D Only Load Combination D Only Location of maximum on span 11.000ft 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 0.000 in Ratio= 0<240 Max Upward Transient Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 0.434 in Ratio= 609 >=300 Max Upward Total Deflection 0.000 in Ratio= 0<300 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 22.00 ft 1 0.405 0.075 73.74 73.74 304.09 182.09 1.00 1.00 13.41 299.04 179.06 Overall Maximum Deflections Load Combination Span Max."2 Dell Location in Span Load Combination Max."+"Dell Location in Span D Only 1 0.4338 11.063 0.0000 0.000 Vertical Reactions Support notation:Far left is SkiValues in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.407 13.407 Overall MINimum 13.407 13.407 D Only 13.407 13.407 C -8 Steel Beam #„8 Valk CONSULTING:MOM Description: Opening-3(Gravity) CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(2 os7) HSS12x6x11.i Span= 10.250 ft T- Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=2.067 ktft, Tributary Width=1.0 ft,(Total Load) DESIGN SUMMARY Dem.n ok O r` Maximum Bending Stress Ratio = 0.355: 1 Maximum Shear Stress Ratio= 0.114 : 1 Section used for this span HSS12x6x1/4 Section used for this span HSS12x6x1/4 Ma:Applied 27.529 k-ft Va:Applied 10.743 k Mn/Omega:Allowable 77.595 k-ft Vn/Omega:Allowable 94.604 k Load Combination D Only Load Combination D Only Location of maximum on span 5.125ft 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 0.000 in Ratio= 0<240 Max Upward Transient Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 0.119 in Ratio= 1030>=300 Max Upward Total Deflection 0.000 in Ratio= 0 <300 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VrudOmega D Only Dsgn.L= 10.25 ft 1 0.355 0.114 27.53 27.53 129.58 77.59 1.00 1.00 10.74 157.99 94.60 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Defl Location in Span D Only 1 0.1194 5.154 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAX:mum 10.743 10.743 Overall MINimum 10.743 10.743 D Only 10.743 10.743 C -9 Steel Column Description: Strongback#1 • Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name: HSS6x6x5116 Overall Column Height 22.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling about X-X Axis Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=22.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:513.48 lbs*Dead Load Factor AXIAL LOADS... Medium Opening:Axial Load at 11.0 ft,Xecc=-3.50 in,D=13.40,S=7.0 k BENDING LOADS... Wind Loading:Lat.Uniform Load creating Mx-x,W=0.4030 klft DESIGN SUMMARY - Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6172 : 1 Maximum Load Reactions.. Load Combination +D+0.750S+0.450W Top along X-X 0.2705 k Location of max.above base 10.926 ft Bottom along X-X 0.2705 k At maximum location values are... Top along Y-Y 4.433 k Pa:Axial 19.163 k Bottom along Y-Y 4.433 k Pn I Omega:Allowable 73.996 k Ma-x:Applied 10.971 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 33.932 k-ft Along Y-Y 2.158 in at 11.074ft above base Ma- A lied 2.702 k-ft for load combination:W Only Y pP Mn-y l omega:Allowable 33.932 k-ft Along X-X 0.04081 in at 6.497ft above base for load combination:+D+S PASS Maximum Shear Stress Ratio= 0.04962 :1 Load Combination +D+0.60W Location of max.above base 0.0 ft At maximum location values are... Va:Applied 2.660 k Vn I Omega:Allowable 53.603 k Sketches iLl ,i oC Load +x .s ;44 11 rn + 1:= -,. s h CI ;l , 6A0in :1,„ T; C - 10 Steel Column `'KW 000272 ftseCONSULTINGINGINEERSf Description: Strongback#2 Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name: HSS6x6x112 Overall Column Height 23.250 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling about X-X Axis Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=23.250 ft,K=1.0 Applied Loads Service loads entered,Load Factors will be applied for calculations. Column self weight included:819,33 lbs`Dead Load Factor AXIAL LOADS... Opening#2:Axial Load at 11.0 ft,Xecc=3.50 in,D=8.50,S=4.90 k Opening#1:Axial Load at 11.0 ft,Xecc=-3.50 in,D=14.50,S=8.30 k BENDING LOADS... Wind Loading:Lat.Uniform Load creating Mx-x,W=0.6590 klft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7484 :1 Maximum Load Reactions.. Load Combination +D+0.60W Top along X-X 0.1179 k Location of max.above base 10.923 fl Bottom along X-X 0.1179 k At maximum location values are... Top along Y-Y 7.661 k Pa:Axial 23.819 k Bottom along Y-Y 7.661 k Pn/Omega:Allowable 93.528 k Ma-x•Applied 26.620 k-ft Maximum Load Deflections... Mn-x I Omega:Allowable 49.401 k-ft Along Y-Y 3.127 in at 11.703ft above base for load combination:W Only Ma-y:Applied 0.8221 k-ft Mn-y l Omega:Allowable 49.401 k-ft Along X-X -0.02192 in at 15.604ft above base for load combination:+D+S PASS Maximum Shear Stress Ratio= 0.05975 :1 Load Combination +D+0.60W Location of max.above base 0.0 ft At maximum location values are... Va:Applied 4.597 k Vn/Omega:Allowable 76.934 k • . C - 11 Steel Column Atiro.5.0-74,4449,60•",rx:''•--; :',,:%,-Jv",e-, F,. ..-,N74.4,.,,,,21.1e-eri-iiittia.Vt.MK CONSUW4101.. _li, 'zINEERS Description: Strongback#2 Sketches t 1 i ,.. "4 1 a '1:3 0 oad 2 -4A-jil - oad. 1 '.4 t 9.1 A 4 1 - , 4 1444 44 4! 4 - 4 4- 6.00in . C.5.-0 A •..i • C - 12 [Steel Column i # KW-06802728 ENGthIEERS Description: Strongback#3 Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name: HSS6x6x5f16 Overall Column Height 24 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling about X-X Axis Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=24 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:560.16 lbs*Dead Load Factor AXIAL LOADS... Opening#2:Axial Load at 11.0 ft,Xecc=3.50 in,D=8.50,S=4.90 k Opening#3:Axial Load at 11.0 ft,Xecc=-3.50 in,D=6.90,S=3.80 k BENDING LOADS... Wind Loading:Lat.Uniform Load creating Mx-x,W=0.4540 kilt DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7721 :1 Maximum Load Reactions.. Load Combination +D+0.60W Top along X-X 0.03281 k Location of max.above base 10.953 ft Bottom along X-X 0.03281 k At maximum location values are... Top along Y-Y 5.448 k Pa:Axial 15.960 k Bottom along Y-Y 5.448 k Pn/Omega:Allowable 62.177 k Ma-x:Applied 19.464 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 33.932 k-ft Along Y-Y 3.444 in at 12.081 ft above base Ma-y:Applied 0.2130 k-ft for load combination:W Only Mn-y/Omega:Allowable 33.932 k-ft Along X-X 0.01153 in at 15.785ft above base for load combination:+D+S PASS Maximum Shear Stress Ratio= 0.06098 :1 Load Combination +D+0.60W Location of max.above base 0.0 ft At maximum location values are... Va:Applied 3.269 k Vn/Omega:Allowable 53.603 k C -13 Steel Column Description: Strongback#3 Sketches +Y O Load 2 A . 1 x L *a S.00in C - 14 Steel Column ttl71�Qt10a2728 -_.. JtI1f N 1 T ENGINEERS Description: Strongback#4 Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Steel Section Name: HSS6x6x1/4 Overall Column Height 24.25 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 50.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Fully braced against buckling about X-X Axis Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=24.25 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight'.ncluded:461.235 Ibs`Dead Load Factor AXIAL LOADS. Opening#3:Axial Load at 11.0 ft,Xecc=4.0 in,D=6.90,S=3.80 k BENDING LOADS... Wind Loading:Lat.Uniform Load creating Mx-x,W=0.4840 k/ft DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.8654 :1 Maximum Load Reactions.. Load Combination +D+0.60W Top along X-X 0.1471 k . Location of max.above base 10.904 ft Bottom along X-X 0.1471 k At maximum location values are... Top along Y-Y 5.869 k Pa:Axial 7.361 k Bottom along Y-Y 5.869 k Pn/Omega:Allowable 50.928 k Ma-x:Applied 21.130 k-ft Maximum Load Deflections... Mn-x/Omega:Allowable 27.944 k-ft Along Y-Y 4.590 in at 12.206ft above base Ma-y:Applied 1.034 k-ft for load combination:W Only Mn-y/Omega:Allowable 27.944 k-ft Along X-X 0.06563 in at 15.624ft above base for load combination:+D+S PASS Maximum Shear Stress Ratio= 0.07935 :1 Load Combination +D+0.6OW Location of max.above base 0.0 ft Al maximum location values are... Va:Applied 3.521 k Vn/Omega:Allowable 44.376 k Sketches +Y 1 Ill gi,°-- , 'u- ,4i k& w 1 y gi ` ' Load 1 Y ' tlTTt 1 6.00in C - 15 General Footing Lie.#: �46e02726, ii �G ��� ��i ;,n " _ ` .- - Description: Large Footing(Btwn Openings 1&2) Code References Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Reber Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 Values Flexure = 0.90 Shear - 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 1.50 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 6.0 ft 12.0 in t_ Er„ rl Footing Thickness ,m rii 4r Pedestal dimensions... � � px:parallel to X-X Axis = in i 'ir pz:parallel to Z-Z Axis = in I, u" Height in ,';_---- Reber Centerline to Edge of Concrete... at Bottom of footing = 3.0 in ._ I -LcL at -kl w Reinforcing Bars parallel to X-X Axis = Number of Bars 6.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis _ 4.0 :•is4 T � ; ` '-` Number of Bars `W r -r, •rr'' x- r 5,i 1, Reinforcing Bar Size = # 5 5r, r a i Bandwidth Distribution Check (ACI 15.4.4.2) • . "", I' Direction Requiring Closer Separation . ,- `.. Bars along X-X Axis #Bars required within zone 80.0% #Bars required on each side of zone 20.0°/u Applied Loads D Lr L S W E H P:Column Load = 29.10 16.40 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft - V-x = k V-z = k C - 16 General Footing 1 `. Lk=ns e K 0 N iii- 7 _. =;a = ' Description: Large Footing(Btwn Openings 1&2) DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8384 Soil Bearing 2.096 ksf 2.50 ksf +D+S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS nla Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4165 Z Flexure(+X) 5.097 k-ft/ft 12.237 k-ft/ft +1.20D+1.605 PASS 0.4165 Z Flexure(-X) 5.097 k-ft/ft 12.237 k-fUft +1.20D+1.60S PASS 0.9371 X Flexure(+Z) 11.468 k-ft/ft 12.237 k-ft/ft +1.20D+1.60S PASS 0.9371 X Flexure(-Z) 11.468 k-fUft 12.237 k-ft/ft +1.20D+1.605 PASS 0.3084 1-way Shear(+X) 29.259 psi 94.868 psi +1.20D+1.60S PASS 0.3084 1-way Shear(-X) 29.259 psi 94.868 psi +1.20D+1.60S PASS 0.5522 1-way Shear(+Z) 52.382 psi 94.868 psi +1.20D+1.60S PASS 0.5671 1-way Shear(-Z) 53.798 psi 94.868 psi +1.20D+1.60S PASS 0.9734 2-way Punching 184.688 psi 189.737 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+S 2.50 nla 0.0 2.096 2.096 n/a n/a 0.838 Z-Z.+D+S 2.50 0.0 n/a n/a n/a 2.096 2.096 0.838 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface 102 in^2 in"2 k-ft X-X,+1.20D+1.60S 11.468 +Z Bottom 0.290 Min for Bending 0.310 12.237 OK X-X.+1.20D+1.60S 11.468 -Z Bottom 0.290 Min for Bending 0.310 12.237 OK Z-Z,+1.20D+1.60S 5.097 -X Bottom 0.2592 Min Temp% 0.310 12.237 OK Z-Z,+1.20D+1.60S 5.097 +X Bottom 0.2592 Min Temo% 0.310 12.237 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.20D+1.60S 29.26 psi 29.26 psi 53.80 psi 52.38 osi 53.80 psi 94.87 psi 0.57 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I PhiWn Status +1.20D+1.60S 184.69 psi 189.74osi 0.9734 OK C -17 7 General Footing Lis,titit 1-06002728 Description: Small Footing(Btwn Openings 2&3) Code References Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values f c:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 2.50 ksf fy:Reber Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 4 Values Flexure = 0.90 Shear - 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Flg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max.length or width is greater than _ ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 4.0 ft Length parallel to Z-Z Axis = 4.0 ft - Footing Thickness = 12.0 in :i >1..t',, 7µ fir---- : ii Pedestal dimensions... b i px:parallel to X-X Axis = in � pz:parallel to Z=Z Axis = in Height in 1Iir ( (i, i C1 Rebar Centerline to Edge of Concrete... — i -- a at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis _ Number of Bars - 4 Reinforcing Bar Size = # 5 try Bars parallel to Z-Z Axis '' 1-014.r i , pi 44; Number of Bars = 4.0 !7, '°€ ( ,,, •, w . a � Y Reinforcing Bar Size = # 5 iiii i '` fi Bandwidth Distribution Check (ACI 15.4,4,2) .-t Direction Requiring Closer Separation ` 1.,. ,u. ,, ` `'-i' -- , r f� Iii ,n/a ..-..,„,,,,., ,.........4. #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load = 21.70 12.40 k - OB:Overburden = ksf M-xx _ k-ft - M-zz = k-ft V-x = k V-z = k C - 18 General Footing It !Lie.#'KW-0603272s �,. �' ,,= ="V MK ON 1 -11 N 1 „"- ii Description: Small Footing(Btwn Openings 2&3) DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9544 Soil Bearing 2.386 ksf 2.50 ksf +D+S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4687 Z Flexure(+X) 5.735 k-ft/ft 12.237 k-fUft +1.20D+1.60S PASS 0.4687 Z Flexure(-X) 5.735 k-ft/ft 12.237 k-ft/ft +1.200+1.60S PASS 0.4687 X Flexure(+Z) 5.735 k-ft/ft 12.237 k-ft/ft +1.20D+1.60S PASS 0.4687 X Flexure(-Z) 5.735 k-ftlft 12.237 k-ft/ft +1.20D+1.60S PASS 0.3470 1-way Shear(+X) 32.923 psi 94.868 psi +1.20D+1.60S PASS 0.3470 1-way Shear(-X) 32.923 psi 94.868 psi +1.20D+1.60S PASS 0.3470 1-way Shear(+Z) 32.923 psi 94.868 psi +1.20D+1.60S PASS 0.3470 1-way Shear(-Z) 32.923 psi 94.868 psi +1.20D+1.60S PASS 0.7221 2-way Punching 137.017 psi 189.737 psi +1.20D+1.60S Detailed Results ' Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X.+D+S 2.50 n/a 0.0 2.386 2.386 n/a n/a 0.954 Z-Z.+D+S 2.50 0.0 n/a n/a n/a 2.386 2.386 0.954 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi"Mn Status k-N Surface in^2 in^2 in"2 k-ft X-X,+1.20D+1.605 5.735 +Z Bottom 0.2592 Min Temp% 0.310 12.237 OK X-X.+1.20D+1.605 5.735 -Z Bottom 0.2592 Min Temp% 0.310 12.237 OK Z.Z.+1.20D+1.60S 5.735 -X Bottom 0.2592 Min Temp% 0.310 12.237 OK Z-Z.+1.200+1.60S 5.735 +X Bottom 0.2592 Min Temp% 0.310 12.237 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.20D+1.605 32.92 osi 32.92 psi 32.92 psi 32.92 psi 32.92 psi 94.87 psi 0.35 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.20D+1.60S 137.02 psi 189.74psi 0.7221 OK WC Hazards by Location L-1 Search Information �� 6auva-tro11 '- Address: 16200 SIN Pacific Hwy,Tigard,OR 97224,USA wouz a .}ay a ln.�er Coordinates: 45.40286829999999,-122.79548030000001 tom^ rn 31 Elevation: R :acks+nus Tmestamp: 2019-08.18T21:34:03.677Z Tualnl r ^c- 51ternned Hazard Type: Seismic Y,? 1gorisry Reference Document: ASCE7-10 Oct'."gks Nap deme4c11fficiogio Risk Category: III She Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum sa(g) Sale) 1.00 0 60 0.80 0.60 0.40 0.40 0.20 0.20 0.00 0.00 0 5 10 15 Period(e) 0 5 10 15 Period(s) Basic Parameters Name Value Description SS 0.052 MCER ground motion(perlod-0.2s) Sr 0.419 MCER ground motion(period=1.Os) SNS 1068 Site-modified spectral acceleration value SN1 0.662 Site-modified spectral acceleration value SOS 0 71 Numeric seismic design value at 0.2s SA Sp1 0.441 Numeric seismic design value a1 1 Os SA Additional Information Name Value Description SDC D Seismic design category Fs 1.119 Site amplification factor at 0.2s F. 1.581 Site amplification factor at 1.Os CRS 0.896 Coefficient of risk(0.2s) CR. 0872 Coefficient of risk(1,Os) PGA 0.417 MOEG peak ground acceleration Fpop,, 1.083 Site amplification factor at PGA FOAM 0.452 Site modified peak ground acceleration TL 16 Long-period transition period(a) SORT 0.952 Probabilistic risk-targeted ground motion(0.2s) SSUH 1,063 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SOD 1.618 Factored deterministic acceleration value(0.2s) SIFT 0.419 Probabilistic risk-targeted ground motion(1.0s) 81 UH 0.48 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) Sic 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.556 Factored deterministic acceleration value(PGA) Pis rawA, n,d„dtooPe,eCO:JOTreRad ooy:tee Onioal emendnrntso tre va.r=s or airy de/rnear60a woo owe d0.hg the budding sods odooiisrr rorese t;sets Should,firm arty output cotam0d horn the tool rrNt the local A:NleriryHa✓ing JWfSdICRCVI before pmceetimg edO design. nkkelairDer V L M K Project: Tigard LL Work Job#. 20190291 By: SMS Date: 08/19 Sheets L-2 ENG,NEERFNG a DESIGN v1.01-Software Copyright 2009 VLMK Consulting Engineers. All Rights Reserved. • Seismic Design Coefficients Based on the 2012 International Building Code and ASCE 7-10 DESIGN INPUT SDs = 0.71 g design spectral response acceleration (short period) SDI = 0.441 g design spectral response acceleration (1sec period) Si = 0.419 g mapped M.C.E. spectral response acceleration R = 3.5 response modification coefficient [Table 12.2-1] Ie = 1.3 importance factor [Table 11.5-1 [In = 25 height from base to highest level of structure x = 0.75 approximate period parameter [Table 12.8-2] Ct = 0.02 approximate period parameter [Table 12.8-2] TL = 16 sec long-period transition period [Figures 22-12 thru 22-16] Li = 60 ft span of flexible diaphragm supporting walls, for rigid diaphragm enter '0' ANAYLSIS Approximate Fundamental Period: Ta = 0.22 Ta = Cthn" [Equation 12.8-7] Seismic Response Coefficient: Cs = 0.254 Governs Cs = SD5 /(R/Ie) [Equation 12.8-2] Cs 5 0.704 Cs <_ SD1 /T(R/Ie) for T<_ TL [Equation 12.8-3] Cs <_ NA Cs <_ SDI TL /T2(R/Ie) for T> T1 [Equation 12.8-4] Cs >_ 0.039 Cs >_ 0.044SDsle >_ 0.01 [Equation 12.8-5] Cs >_ NA CS ? 0.551 /(R/Ie) for 51 >_ 0.6g [Equation 12.8-6] Base Shear: V = 0.254 *W (Ult) [Equation 12.8-1] 0.7*V = 0.178 *W (ASD) Out-of-Plane Wall Forces: Fp = 0.355 *W (Ult) Fp = 0.4SDSIeWp >_ 0.10Wp [Section 12.11.1] 0.7*Fr = 0.249 *W (ASD) Wall Anchorage Forces: ka = 1.6 ke = 1.0 + L f/100 <_ 2.0 [Equation 12.11-2] Fp = 0.568 *W (Ult) Fp = 0.4SDskoleWp >_ 0.2kal5W [Equation 12.11-1] • 0.7*Fr = 0.398 *W (ASD) Y L M K Project TIGARD LL WORK Job#. 20190291 ny AGB Date: 08/19 Sheet u L 3 SIG ENGINEERING�DESIGN LATERAL ANALYSIS SEISMIC LOADING V = CSxW CS = 0.254 V = 0.254xW Diaphragm: MIN = 0.2 SAS IE W =0.178W Diaphragm: MAX = 0.4 Sos IE W = 0.35W X W3 9 oel • p 0 W1 _ _ W20Aph STRUCTURAL WALL PLAN L-2.' SCALE: 1/64" = 1'-0" W .It�llll\ E \I S 3933 SW Kelly AVe(iUB Portland, OR 9/239 tel:503.222.4453 fax: 503.248.9263 Www.ylmk.co€» V L M K Project TIGARD LL WORK Job# 20190291 By' AGB Date 08/19 sheetu L-4 ENGINEEFING OESIGN LATERAL ANALYSIS DIAPHRAGM SHEARS ROOF W1 = 0.254 [78 psf(27.33'/2) x (2 walls) + 15 psf(294')] = 1662 plf W2 = 0.254 [51 psf(28.67'/2) x (2 walls) + 15 psf(76.33')] = 662 plf W3 = 0.254 [51 psf(27.33'/2) x (2 walls) + 15 psf(162.33')] = 973 plf VB = 140.3k VA = 5.3 k - WALL SHEARS VB = 140.3 k + 0.254 [78 psf(28'/2') x (73')] = 160.6 k VA = 5.3 k + 0.254 [51 psf(28'/2) x (76.33')] = 19.2 k VAtotal = VA + VB = 179.8 k 3933 SW Rally Avenue Porllard,OR 9/239 *el: 503.222.4453 fax: 503.248.9263 www.v mkcorn . . .' VLMK , Prhjech -1-1(1.1,1„qz,/, LA, v,,N..tv,,V,..,Inb#: -2,5vt-1.01,-).( 8Y ';-k-1,1":)- Date. zort Sheet Js:L-5 .*COUCti,V.,_ 'Ff)V-C-•t:,...S:' i i . 1 1. • , - . (7't •-‘‘i.): 1,...1t4 ., t2 ';' : , li I T ' : i I i ridC"1- ''.• '44(:),•311'l / --1-7 1'55 ?Vc ' •; , 1 , , I '' ''' 7c) (I) ; (;), 1 . i I i ' 1 tri CI '' 1 '' / 1 , 1 , 1 I I • . ' 1 C) . . 1 " 1,, • , ,„! .... . 1 .,, ,, , . ) .. . . , ..„,,, i . , , , t • 33 . . . , . e , 1 ; -r. ,'".5- ' 1,'S . . - i, , , '1 . , , • F , . . z t t = . = = i = = , , 1014'41 = i = ' _,...„,„„„.4=====-' 1 , , — = 0 " ' ,.4! = , 1 , , . , . = = ' =, , . : = . = = --1== = 1. = 1 , 1 . ' . . . . . 1 . t IT 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax:503.248.9263 vvww.vlink.com I V �p �/ y L M K Project, 1 ?t,1'I0j „ [L„ Job#: yy* 0i( By. -'" Date: 'jig Sheet tt:L-6 ENGENEERING.DEDGN �. .. Iz '1aN tea- - i f A1�A(.1..1` " Z O ' (l ''' ‘k.. . i J ; , CF,V45C..r.)as0\4?f 1152. h'b. e V ai e...c.� i rt 1 ! i kI 't i 1 U t. I t r I ' ? E E • 1. • - A... .... t.. ... _ ..... e .... 1 1 _.... i 3933 SW Kelly Avenue Portland,OR 97239 tel:503.222.4453 fax;503.248.9263 www.vlrnk.cam VVV L M K Project: Tigard LL Work Jobk 20190291 By AG8 Dale: 8/2019 Sheet 0: L-7 ENGINEERING +DESIGN v2.02-Software Copyright 2015 VLMK Consulting Engineers. All Rights Reserved. Masonry Shearwall Design • Based on the 2015 International Building Code and the 2013 American Concrete Institute ACI 530-13 - DESIGN INPUT Wall Pm t Shearwall Type = Intermediate Type (psi) (in.) Grout = Partial (Yg=0.75) 1 1350 7.625 Fs = 32 ksi Sos = 0.71 Horizontal Reinforcing Applied Loads1.2 Shearwall Wall h L d # of Bar Bar 0.7*fv Paxial Pier ID Type (ft) (ft) (in) Bars Size Spacing (psi) (plf) A 1 28 76.33 911.96 2 #5 88 in o.c. 29.4 0 Notes: 1. For Special shearwalls, shear stress (f„) includes 1.5 factor. [ACI 7.3.2.6.1.2] 2. Axial load (Paxial) is based on on load combination: (0.6-0.14Sd0. [ACI 8.3.5.1.] ANALYSIS Shear Reinforcing Shearwall M/Vd P/An Fvm A„/s F„a F„ Pier ID = h/d psi psi in2/ft psi psi A 0.367 0.0 61.7 0.08 14.6 57 OK, shear reinf not required Chord Reinforcing Shearwall Mot Mreslst Mnet Treq'd # of Bar At Tallow Pier ID ft-k ft-k ft-k kip Bars Size kip A 5749.4 3185.0 2564.4 33.7 41 #6 1.767 56.5 OK IItor)tuifA'nimm £9Z6'86Z-£OS:xo1 £SPb'ZZZ'£OS:IN 6£ZL6 NO'Pualflad anuaAV Allah MS££6£ "00! 0oq<1 3 Y') ii rgi't, , 9.,,.,r•z •iYO t. '.,, : ( 1i) Cyy - �yI + 7 tf - f 41'44a5a?w If ) "1-1Yn1 fl 3? 4:144.t +woe^ t . 2. Z ` ') L c X 701 f44 �... R.11£ i1 of_4 7'6d ' *.Q) 1f ").5 i P 3 1 ,...._ ...�.._.. ,.,:r...�._�..... -.ems e,rA d ? 0 . ( a I - Dt �t417i C1a f��3f • , l .._ ... ._. E rj,7; 70z-vIT C17 e 4?E ' O V,� HI/ ` cr'Lg'P'r, (q� ,P,yu, 7,r I W fk 'R f f "r- er$ k 4} E g . I stf,-i_ 1.r, .41 14`rd -S h = : 4 'i ) it'''. ' f i , NDI59tl''-%Nitl33NIa H3 8-1 1)aaus laitga 'ma KS► S !le Ib2014°2 :#go/ C *Y99I -Pafoa N IA11A 1 IKProject T..s 6-6`"o"49 Job nr 14{]Lc'f I 8S" •Sr't S Date: 06 I „t Sheet#.L-9 ENG'NEE.HG •DESIGN { 1` L•plcT, Pt.a : t`- i-t S .?"'art/Al;- ,o�ftf+ -y4r-s C0..ok { I ito, 7t. 3 t: ) jvALt- -(1, 4 ) ;. s i I 5M' .z 4E etr�w ? 60t44 c�}'rtc Q'e,���— zS i �zs+ 'tb C� i P's� _ � ,,,,/S ` ; w61)1c ` 56 ee s) i 0° v 6wtr1-r^aX ' G1) z.�-i: 351-0 ___)- .,w. ... ... L_.. ;.. }tut V r, k G 4 = (/ a ev r� piso Lr-q (E.. 0.1 OP( O" ! • ' WE tea; 7 I ...�... w _.,-rI .,,. gg ;z >5 13't (S) /rot. "_ 12 ; r Zr1 &'w- ,iftr 3.�`& s, A1J 1f P 3f. / fL4 [R7J7t..; I 4 &n : ye o It , ;�4P,,,y $>. > .» s� t I ; vsc LHXY* !1% (.04s, ` 3.51,.)' •ilen ' , - :- i ; ; , LI. f 3 . z F ' 'ef y X'.^� SBk� ' 4{tfiF+Lr 7L; I 3933 SW Kelly Avenue Portland,OR 97239 tel: 503.222.4453 fax:503.248,9263 www,vlmk.com